Hi
I modeled a 2D RC moment frame in OpenSees and perform IDA analysis but in high PGAs (1g to 3g in 10 story frame) analysis failed. I don't know why this happen?
this is my model analysis result:
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 331(dW: << 936097)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.295
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 331(dW: << 985652)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.2905
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 631(dW: << 1.74656e+006)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 731(dW: << 887050)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.29505
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 331(dW: << 191677)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.29055
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 649682)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3101
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3056
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.30515
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3051
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3051
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING Broyden::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3051
OpenSees > analyze failed, returned: -3 error flag
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 440(dW: << 492699)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonLineSearch::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.3051
OpenSees > analyze failed, returned: -3 error flag
Dynamic analysis - Failed at 6.305100
What is this means ? How can I solve it?
Thank you very much
time history analysis failed
Moderators: silvia, selimgunay, Moderators
Re: time history analysis failed
are you trying different things in the script if the analysis fails?, e.g.
http://opensees.berkeley.edu/wiki/index ... e_Analysis
http://opensees.berkeley.edu/wiki/index ... e_Analysis
Re: time history analysis failed
I do not understand you
I modeled frames in opensees and perform time history nonlinear analysis using several loop with different algorithms. I perform analysis in any stage with a special PGA but in high PGAs analysis fail.
this is my analysis script :
constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-4 100 0
algorithm Newton
integrator Newmark 0.5 0.25
analysis Transient;
set dt 0.02
set tFinal 60
pattern UniformExcitation 1 1 -accel "Series -dt $dt -filePath AccXLa21.txt -factor [expe 1.5*$g]
##------------------------------------------------------------------------------------
# start NTHA
set ok 0
set TimeStepDivider 1.0
set time 0.0
set step 0
while {$time <= $tFinal && $ok == 0} {
set time [getTime]
set ok [analyze 1 [expr $dt/$TimeStepDivider]]
##------------------------------------------------------------------------------------
##---------------------- time step reduction -----------------------------------------
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*10.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*100.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
}
##------------------------------------------------------------------------------------
##---------------------- time step reduction and algorithm substitution---------------
if {$ok != 0} {
algorithm Newton -initial
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm Broyden 50
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm NewtonLineSearch 0.8
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
}; #end while
#-------------------------------------------------------------------------------
if {$ok == 0} {
puts "Dynamic analysis - SUCCESSFULL"
##-------------------------------------------------------------------------------
} else {
puts "Dynamic analysis - Failed at [getTime]"
exit
}
Pleas help me for solve this problem
Thanks
I modeled frames in opensees and perform time history nonlinear analysis using several loop with different algorithms. I perform analysis in any stage with a special PGA but in high PGAs analysis fail.
this is my analysis script :
constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-4 100 0
algorithm Newton
integrator Newmark 0.5 0.25
analysis Transient;
set dt 0.02
set tFinal 60
pattern UniformExcitation 1 1 -accel "Series -dt $dt -filePath AccXLa21.txt -factor [expe 1.5*$g]
##------------------------------------------------------------------------------------
# start NTHA
set ok 0
set TimeStepDivider 1.0
set time 0.0
set step 0
while {$time <= $tFinal && $ok == 0} {
set time [getTime]
set ok [analyze 1 [expr $dt/$TimeStepDivider]]
##------------------------------------------------------------------------------------
##---------------------- time step reduction -----------------------------------------
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*10.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*100.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
}
##------------------------------------------------------------------------------------
##---------------------- time step reduction and algorithm substitution---------------
if {$ok != 0} {
algorithm Newton -initial
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm Broyden 50
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm NewtonLineSearch 0.8
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
}; #end while
#-------------------------------------------------------------------------------
if {$ok == 0} {
puts "Dynamic analysis - SUCCESSFULL"
##-------------------------------------------------------------------------------
} else {
puts "Dynamic analysis - Failed at [getTime]"
exit
}
Pleas help me for solve this problem
Thanks
Re: time history analysis failed
Hi dear fmk
I use the analysis script that you suggest. but this problem do not solve.
this is its error:
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 131(dW: << 712356)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.45
OpenSees > analyze failed, returned: -3 error flag
regular newton failed .. lets try an initail stiffness for this step
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 131(dW: << 862947)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING ModifiedNewton::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.45
OpenSees > analyze failed, returned: -3 error flag
Transient analysis completed FAILED
eigen values at end of transient: 1.774862e+001 3.040820e+002
how I can solve that? pleas help me
thanks
I use the analysis script that you suggest. but this problem do not solve.
this is its error:
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 131(dW: << 712356)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.45
OpenSees > analyze failed, returned: -3 error flag
regular newton failed .. lets try an initail stiffness for this step
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 131(dW: << 862947)
Domain::update - domain failed in update
Newmark::update() - failed to update the domain
WARNING ModifiedNewton::solveCurrentStep() -the Integrator failed in update()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 6.45
OpenSees > analyze failed, returned: -3 error flag
Transient analysis completed FAILED
eigen values at end of transient: 1.774862e+001 3.040820e+002
how I can solve that? pleas help me
thanks
Re: time history analysis failed
Can you post your script let me have a look at it.
Re: time history analysis failed
# clearing memory of all past model definition
wipe
# create data directory
file mkdir 4STperiod
# units are in SI system.(N-m-sec)
set PI [expr 2*asin(1.0)];
set g 9.806;
# COMMAND: model BasicBuilder -ndm $ndm <-ndf $ndf> (2dimentional and 3 degree of freedom for each node)
model basic -ndm 2 -ndf 3
# ###############################################################################
# DEFINING THE NODES #
# ###############################################################################
# COMMAND: node $nodeTag (ndm $coords) <-mass (ndf $MassValues)>
# EXPlANATION: nodeID ab a=story number , b=column number
set length 4; #length of bay in X direction of the plan
set heightStory 3; # stories height in Z direction
#---- Frame I ----
# nodeID X Z
node 11 0 0;
node 21 0 [expr $heightStory];
node 31 0 [expr (2*$heightStory)];
node 41 0 [expr (3*$heightStory)];
node 51 0 [expr (4*$heightStory)];
node 12 $length 0;
node 22 $length [expr $heightStory];
node 32 $length [expr (2*$heightStory)];
node 42 $length [expr (3*$heightStory)];
node 52 $length [expr (4*$heightStory)];
node 13 [expr 2*$length] 0;
node 23 [expr 2*$length] [expr $heightStory];
node 33 [expr 2*$length] [expr (2*$heightStory)];
node 43 [expr 2*$length] [expr (3*$heightStory)];
node 53 [expr 2*$length] [expr (4*$heightStory)];
node 14 [expr 3*$length] 0;
node 24 [expr 3*$length] [expr $heightStory];
node 34 [expr 3*$length] [expr (2*$heightStory)];
node 44 [expr 3*$length] [expr (3*$heightStory)];
node 54 [expr 3*$length] [expr (4*$heightStory)];
# ###############################################################################
# MATERIAL DEFINITION #
# ###############################################################################
#Concrete
# COMMAND:uniaxialMaterial Concrete01 $matTag $f'c $ec0 $f'cu $ecu
##### (column core concrete; confined concrere)
set fcconf [expr -2820955.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcuconf [expr -1826943.0*9.806];
set epsc0conf [expr -0.004];
set epscuconf [expr -0.0191];
set Ec [expr 2100000000*9.806]; # unit:N/m^2
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 1 $fcconf $epsc0conf $fcuconf $epscuconf
#--------------------------------
##### (Beam core concrete, unconfined concrete) ###########
set fcnonconf [expr -2500000.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcunonconf [expr -2500000.0*9.806*0.85];
set epsc0nonconf [expr -0.002];
set epscunonconf [expr -0.004];
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 2 $fcnonconf $epsc0nonconf $fcunonconf $epscunonconf
#--------------------------------
##### (cover concrete, unconfined concrete) ###########
set fcnonconf0 [expr -2500000.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcunonconf0 0.0
set epsc0nonconf0 [expr -0.002];
set epscunonconf0 [expr -0.005];
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 3 $fcnonconf0 $epsc0nonconf0 $fcunonconf0 $epscunonconf0
#--------------------------------
# Reinforcing steel
# COMMAND:uniaxialMaterial steel01 $matTag $Fy $E0 $b <$a1 $a2 $a3 $a4>
##### steel , reinforcement #################
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
# COMMAND:geomTransf Linear $transfTag $vecxzX $vecxzY $vecxzZ <-jntOffset $dXi $dYi $dZi $dXj $dYj $dZj>
#------------ column -------------
geomTransf PDelta 1
#------------ beams --------------
geomTransf Linear 2
# ###########################################################################
# CREATING RECTANGULAR CROSS-SECTIONS #
# ###########################################################################
# y
# ^
# |
# 3-------------------------2
# |\ cover3 /|
# | \------Top----------/ |
# |c| |c|
# |o| |o|
# |v| core |v| HSec ---- > z
# |e| |e|
# |r| |r|
# |2/-------Bot--------\1|
# |/ cover4 \|
# 4 -------------------------1
# Bsec
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
# C40x40 with 12 phi 18
RectangularRCsection2D 1 0.4 0.4 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 2 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 2 3 4 4 2.54E-04 3 2.54E-04 0 0 3 3 3 1
# B30x30 with 6 phi 16
RectangularRCsection2D 6 0.3 0.3 0.045 2 3 4 4 2.01E-04 2 2.01E-04 0 0 3 3 3 1
puts "DEFINE RECTANGULAR SECTION"
#------------------------------- COLUMNS --------------------------
#---- COLUMNS eleTag ab0 a=story number b= column number 0= column ----
# $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 410 41 51 5 3 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 420 42 52 5 3 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 430 43 53 5 3 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
element nonlinearBeamColumn 440 44 54 5 3 1
puts "COLUMN ELEMENTS"
#---------------------------------- BEAMS -------------------------------
#---- X DIRECTION ----
# EXPlANATION: eleTag ab1 a=story number , b=beam number , 1=beam
# $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag
#---- STOREY 1 ----
element nonlinearBeamColumn 111 21 22 5 4 2
element nonlinearBeamColumn 121 22 23 5 4 2
element nonlinearBeamColumn 131 23 24 5 4 2
#---- STOREY 2 ----
element nonlinearBeamColumn 211 31 32 5 4 2
element nonlinearBeamColumn 221 32 33 5 4 2
element nonlinearBeamColumn 231 33 34 5 4 2
#---- STOREY 3 ----
element nonlinearBeamColumn 311 41 42 5 5 2
element nonlinearBeamColumn 321 42 43 5 5 2
element nonlinearBeamColumn 331 43 44 5 5 2
#---- STOREY 4 ----
element nonlinearBeamColumn 411 51 52 5 6 2
element nonlinearBeamColumn 421 52 53 5 6 2
element nonlinearBeamColumn 431 53 54 5 6 2
puts "BEAMS ELEMENTS"
# ###############################################################################
# MASS DEFINITION #
# ###############################################################################
# COMMAND:mass $nodeTag (ndf $MassValues) unit:N/g
set ms1 [expr 4080];
set ms2 [expr 6960];
set ms3 [expr 3637];
set ms4 [expr 6356];
#---------- story 1 ------------------------------------------
# nodetag mX mY mZ
mass 21 $ms1 0.001 0.001
mass 22 $ms2 0.001 0.001
mass 23 $ms2 0.001 0.001
mass 24 $ms1 0.001 0.001
#---------- story 2 ------------------------------------------
# nodetag mX mY mZ
mass 31 $ms1 0.001 0.001
mass 32 $ms2 0.001 0.001
mass 33 $ms2 0.001 0.001
mass 34 $ms1 0.001 0.001
#---------- story 3 ------------------------------------------
# nodetag mX mY mZ
mass 41 $ms1 0.001 0.001
mass 42 $ms2 0.001 0.001
mass 43 $ms2 0.001 0.001
mass 44 $ms1 0.001 0.001
#---------- story 4 ------------------------------------------
# nodetag mX mY mZ
mass 51 $ms3 0.001 0.001
mass 52 $ms4 0.001 0.001
mass 53 $ms4 0.001 0.001
mass 54 $ms3 0.001 0.001
puts "MASS"
# COMMAND: fix $nodeTag (ndf $ConstrValues)
# 0:unconstrained , 1:constrained
# nodetag Dx Dy Rz
fix 11 1 1 1
fix 12 1 1 1
fix 13 1 1 1
fix 14 1 1 1
# ###############################################################################
# OBTAINING THE EIGEN VALUES AND PERIODS #
# ###############################################################################
# eigenvalues of the 3 first modes
set lambda [eigen 3];
# -------------- PERIOD1(sec.) --------------
set lambda1 [lindex $lambda 0];
set omega1 [expr pow($lambda1, 0.5)];
set Tperiod1 [expr 2*$PI/$omega1];
# -------------- PERIOD2(sec.) --------------
set lambda2 [lindex $lambda 1];
set omega2 [expr pow($lambda2, 0.5)];
set Tperiod2 [expr 2*$PI/$omega2];
# -------------- PERIOD3(sec.) --------------
set lambda3 [lindex $lambda 2];
set omega3 [expr pow($lambda3, 0.5)];
set Tperiod3 [expr 2*$PI/$omega3];
puts ""
#open file & save periods
set outFilename1 "4STperiod/Period.txt"
set outFileID1 [open $outFilename1 w]
puts $outFileID1 "$Tperiod1 $Tperiod2 $Tperiod3"
close $outFileID1
#################################### DYNAMIC RECORDER ##################################
recorder Node -file dispx.out -time -node 21 31 41 51 -dof 1 disp
recorder Drift -file driftx.out -time -iNode 11 21 31 41 -jNode 21 31 41 51 -dof 1 -perpDirn 2
recorder Node -file basereaction.out -time -node 11 12 13 14 -dof 1 reaction
puts "RECORD THE DISPLACEMENTS AND STOREY DRIFTS"
#-------------------------------------------------------------------------------
# ------------ define & apply damping
# RAYLEIGH damping parameters, Where to put M/K-prop damping, switches (http://opensees.berkeley.edu/OpenSees/m ... l/1099.htm)
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
set damping 0.05; # damping ratio
set eigs [eigen 3]; # eigenvalue analysis for 3 modes
set w1 [expr sqrt([lindex $eigs 0])]; # eigenvalue mode 1
set w3 [expr sqrt([lindex $eigs 2])]; # eigenvalue mode 3
set a0 [expr $damping*2.0*$w1*$w3/($w1+$w3)]; # M-prop. damping; D = alphaM*M
set a1 [expr $damping*2.0/($w1+$w3)]; # last-committed K; +betaKcomm*KlastCommittv
#rayleigh $alphaM(mass matrix coficiont) $betaKcurr(current-K) $betaKinit(initial-K) $betaKcomm(last-committed K)
rayleigh $a0 0.0 $a1 0.0
puts "RAYLEIGH"
#-------------------------------------------------------------------------------
constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-4 100 0
algorithm Newton
integrator Newmark 0.5 0.25
analysis Transient;
set dt 0.005
set tFinal 25.885
pattern UniformExcitation 2 1 -accel "Series -dt $dt -filePath DZC270.txt -factor [expr 1.5*9.806]"
##------------------------------------------------------------------------------------
# start NTHA
set ok 0
set TimeStepDivider 1.0
set time 0.0
set step 0
while {$time <= $tFinal && $ok == 0} {
set time [getTime]
set ok [analyze 1 [expr $dt/$TimeStepDivider]]
##------------------------------------------------------------------------------------
##---------------------- time step reduction -----------------------------------------
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*10.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*100.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
}
##------------------------------------------------------------------------------------
##---------------------- time step reduction and algorithm substitution---------------
if {$ok != 0} {
algorithm Newton -initial
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm Newton 50
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm NewtonLineSearch 0.8
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
}; #end while
#-------------------------------------------------------------------------------
if {$ok == 0} {
puts "Dynamic analysis - SUCCESSFULL"
##-------------------------------------------------------------------------------
} else {
puts "Dynamic analysis - Failed at [getTime]"
exit
}
wipe
# create data directory
file mkdir 4STperiod
# units are in SI system.(N-m-sec)
set PI [expr 2*asin(1.0)];
set g 9.806;
# COMMAND: model BasicBuilder -ndm $ndm <-ndf $ndf> (2dimentional and 3 degree of freedom for each node)
model basic -ndm 2 -ndf 3
# ###############################################################################
# DEFINING THE NODES #
# ###############################################################################
# COMMAND: node $nodeTag (ndm $coords) <-mass (ndf $MassValues)>
# EXPlANATION: nodeID ab a=story number , b=column number
set length 4; #length of bay in X direction of the plan
set heightStory 3; # stories height in Z direction
#---- Frame I ----
# nodeID X Z
node 11 0 0;
node 21 0 [expr $heightStory];
node 31 0 [expr (2*$heightStory)];
node 41 0 [expr (3*$heightStory)];
node 51 0 [expr (4*$heightStory)];
node 12 $length 0;
node 22 $length [expr $heightStory];
node 32 $length [expr (2*$heightStory)];
node 42 $length [expr (3*$heightStory)];
node 52 $length [expr (4*$heightStory)];
node 13 [expr 2*$length] 0;
node 23 [expr 2*$length] [expr $heightStory];
node 33 [expr 2*$length] [expr (2*$heightStory)];
node 43 [expr 2*$length] [expr (3*$heightStory)];
node 53 [expr 2*$length] [expr (4*$heightStory)];
node 14 [expr 3*$length] 0;
node 24 [expr 3*$length] [expr $heightStory];
node 34 [expr 3*$length] [expr (2*$heightStory)];
node 44 [expr 3*$length] [expr (3*$heightStory)];
node 54 [expr 3*$length] [expr (4*$heightStory)];
# ###############################################################################
# MATERIAL DEFINITION #
# ###############################################################################
#Concrete
# COMMAND:uniaxialMaterial Concrete01 $matTag $f'c $ec0 $f'cu $ecu
##### (column core concrete; confined concrere)
set fcconf [expr -2820955.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcuconf [expr -1826943.0*9.806];
set epsc0conf [expr -0.004];
set epscuconf [expr -0.0191];
set Ec [expr 2100000000*9.806]; # unit:N/m^2
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 1 $fcconf $epsc0conf $fcuconf $epscuconf
#--------------------------------
##### (Beam core concrete, unconfined concrete) ###########
set fcnonconf [expr -2500000.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcunonconf [expr -2500000.0*9.806*0.85];
set epsc0nonconf [expr -0.002];
set epscunonconf [expr -0.004];
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 2 $fcnonconf $epsc0nonconf $fcunonconf $epscunonconf
#--------------------------------
##### (cover concrete, unconfined concrete) ###########
set fcnonconf0 [expr -2500000.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcunonconf0 0.0
set epsc0nonconf0 [expr -0.002];
set epscunonconf0 [expr -0.005];
# tag -f'c -epsco -f'cu -epscu
uniaxialMaterial Concrete01 3 $fcnonconf0 $epsc0nonconf0 $fcunonconf0 $epscunonconf0
#--------------------------------
# Reinforcing steel
# COMMAND:uniaxialMaterial steel01 $matTag $Fy $E0 $b <$a1 $a2 $a3 $a4>
##### steel , reinforcement #################
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
# COMMAND:geomTransf Linear $transfTag $vecxzX $vecxzY $vecxzZ <-jntOffset $dXi $dYi $dZi $dXj $dYj $dZj>
#------------ column -------------
geomTransf PDelta 1
#------------ beams --------------
geomTransf Linear 2
# ###########################################################################
# CREATING RECTANGULAR CROSS-SECTIONS #
# ###########################################################################
# y
# ^
# |
# 3-------------------------2
# |\ cover3 /|
# | \------Top----------/ |
# |c| |c|
# |o| |o|
# |v| core |v| HSec ---- > z
# |e| |e|
# |r| |r|
# |2/-------Bot--------\1|
# |/ cover4 \|
# 4 -------------------------1
# Bsec
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
# C40x40 with 12 phi 18
RectangularRCsection2D 1 0.4 0.4 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 2 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 2 3 4 4 2.54E-04 3 2.54E-04 0 0 3 3 3 1
# B30x30 with 6 phi 16
RectangularRCsection2D 6 0.3 0.3 0.045 2 3 4 4 2.01E-04 2 2.01E-04 0 0 3 3 3 1
puts "DEFINE RECTANGULAR SECTION"
#------------------------------- COLUMNS --------------------------
#---- COLUMNS eleTag ab0 a=story number b= column number 0= column ----
# $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 410 41 51 5 3 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 420 42 52 5 3 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 430 43 53 5 3 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
element nonlinearBeamColumn 440 44 54 5 3 1
puts "COLUMN ELEMENTS"
#---------------------------------- BEAMS -------------------------------
#---- X DIRECTION ----
# EXPlANATION: eleTag ab1 a=story number , b=beam number , 1=beam
# $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag
#---- STOREY 1 ----
element nonlinearBeamColumn 111 21 22 5 4 2
element nonlinearBeamColumn 121 22 23 5 4 2
element nonlinearBeamColumn 131 23 24 5 4 2
#---- STOREY 2 ----
element nonlinearBeamColumn 211 31 32 5 4 2
element nonlinearBeamColumn 221 32 33 5 4 2
element nonlinearBeamColumn 231 33 34 5 4 2
#---- STOREY 3 ----
element nonlinearBeamColumn 311 41 42 5 5 2
element nonlinearBeamColumn 321 42 43 5 5 2
element nonlinearBeamColumn 331 43 44 5 5 2
#---- STOREY 4 ----
element nonlinearBeamColumn 411 51 52 5 6 2
element nonlinearBeamColumn 421 52 53 5 6 2
element nonlinearBeamColumn 431 53 54 5 6 2
puts "BEAMS ELEMENTS"
# ###############################################################################
# MASS DEFINITION #
# ###############################################################################
# COMMAND:mass $nodeTag (ndf $MassValues) unit:N/g
set ms1 [expr 4080];
set ms2 [expr 6960];
set ms3 [expr 3637];
set ms4 [expr 6356];
#---------- story 1 ------------------------------------------
# nodetag mX mY mZ
mass 21 $ms1 0.001 0.001
mass 22 $ms2 0.001 0.001
mass 23 $ms2 0.001 0.001
mass 24 $ms1 0.001 0.001
#---------- story 2 ------------------------------------------
# nodetag mX mY mZ
mass 31 $ms1 0.001 0.001
mass 32 $ms2 0.001 0.001
mass 33 $ms2 0.001 0.001
mass 34 $ms1 0.001 0.001
#---------- story 3 ------------------------------------------
# nodetag mX mY mZ
mass 41 $ms1 0.001 0.001
mass 42 $ms2 0.001 0.001
mass 43 $ms2 0.001 0.001
mass 44 $ms1 0.001 0.001
#---------- story 4 ------------------------------------------
# nodetag mX mY mZ
mass 51 $ms3 0.001 0.001
mass 52 $ms4 0.001 0.001
mass 53 $ms4 0.001 0.001
mass 54 $ms3 0.001 0.001
puts "MASS"
# COMMAND: fix $nodeTag (ndf $ConstrValues)
# 0:unconstrained , 1:constrained
# nodetag Dx Dy Rz
fix 11 1 1 1
fix 12 1 1 1
fix 13 1 1 1
fix 14 1 1 1
# ###############################################################################
# OBTAINING THE EIGEN VALUES AND PERIODS #
# ###############################################################################
# eigenvalues of the 3 first modes
set lambda [eigen 3];
# -------------- PERIOD1(sec.) --------------
set lambda1 [lindex $lambda 0];
set omega1 [expr pow($lambda1, 0.5)];
set Tperiod1 [expr 2*$PI/$omega1];
# -------------- PERIOD2(sec.) --------------
set lambda2 [lindex $lambda 1];
set omega2 [expr pow($lambda2, 0.5)];
set Tperiod2 [expr 2*$PI/$omega2];
# -------------- PERIOD3(sec.) --------------
set lambda3 [lindex $lambda 2];
set omega3 [expr pow($lambda3, 0.5)];
set Tperiod3 [expr 2*$PI/$omega3];
puts ""
#open file & save periods
set outFilename1 "4STperiod/Period.txt"
set outFileID1 [open $outFilename1 w]
puts $outFileID1 "$Tperiod1 $Tperiod2 $Tperiod3"
close $outFileID1
#################################### DYNAMIC RECORDER ##################################
recorder Node -file dispx.out -time -node 21 31 41 51 -dof 1 disp
recorder Drift -file driftx.out -time -iNode 11 21 31 41 -jNode 21 31 41 51 -dof 1 -perpDirn 2
recorder Node -file basereaction.out -time -node 11 12 13 14 -dof 1 reaction
puts "RECORD THE DISPLACEMENTS AND STOREY DRIFTS"
#-------------------------------------------------------------------------------
# ------------ define & apply damping
# RAYLEIGH damping parameters, Where to put M/K-prop damping, switches (http://opensees.berkeley.edu/OpenSees/m ... l/1099.htm)
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
set damping 0.05; # damping ratio
set eigs [eigen 3]; # eigenvalue analysis for 3 modes
set w1 [expr sqrt([lindex $eigs 0])]; # eigenvalue mode 1
set w3 [expr sqrt([lindex $eigs 2])]; # eigenvalue mode 3
set a0 [expr $damping*2.0*$w1*$w3/($w1+$w3)]; # M-prop. damping; D = alphaM*M
set a1 [expr $damping*2.0/($w1+$w3)]; # last-committed K; +betaKcomm*KlastCommittv
#rayleigh $alphaM(mass matrix coficiont) $betaKcurr(current-K) $betaKinit(initial-K) $betaKcomm(last-committed K)
rayleigh $a0 0.0 $a1 0.0
puts "RAYLEIGH"
#-------------------------------------------------------------------------------
constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-4 100 0
algorithm Newton
integrator Newmark 0.5 0.25
analysis Transient;
set dt 0.005
set tFinal 25.885
pattern UniformExcitation 2 1 -accel "Series -dt $dt -filePath DZC270.txt -factor [expr 1.5*9.806]"
##------------------------------------------------------------------------------------
# start NTHA
set ok 0
set TimeStepDivider 1.0
set time 0.0
set step 0
while {$time <= $tFinal && $ok == 0} {
set time [getTime]
set ok [analyze 1 [expr $dt/$TimeStepDivider]]
##------------------------------------------------------------------------------------
##---------------------- time step reduction -----------------------------------------
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*10.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*100.0)]]
}
if {$ok != 0} {
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
}
##------------------------------------------------------------------------------------
##---------------------- time step reduction and algorithm substitution---------------
if {$ok != 0} {
algorithm Newton -initial
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm Newton 50
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
if {$ok != 0} {
algorithm NewtonLineSearch 0.8
test NormDispIncr 1.0e-4 100 2
set ok [analyze 1 [expr $dt/($TimeStepDivider*1000.0)]]
algorithm Newton
test NormDispIncr 1.0e-4 100 0
}
}; #end while
#-------------------------------------------------------------------------------
if {$ok == 0} {
puts "Dynamic analysis - SUCCESSFULL"
##-------------------------------------------------------------------------------
} else {
puts "Dynamic analysis - Failed at [getTime]"
exit
}
Re: time history analysis failed
Try to focus in on where the problem is happening exactly. Run the analysis using only the PGA that is causing you problems. Then start making changes to the model to try and isolate the problem. There doesn't appear to be anything particularly wrong with your script so you need to go through the tough work of changing things around until you figure out the problem
Re: time history analysis failed
Thank you very much
are the material definitions correct ? and I dont use the equalDOF in my model. Is it OK?
are the material definitions correct ? and I dont use the equalDOF in my model. Is it OK?
Re: time history analysis failed
Yea seems like it but you have to understand that is normal for complex non-linear models to experience convergence issues. You just need to figure out were the problem is.
Re: time history analysis failed
Hi
please help me about following error?
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 5(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 9(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 8(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 12(dW: << -1.#IND)
please help me about following error?
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 5(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 9(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 8(dW: << -1.#IND)
WARNING - ForceBeamColumn2d::update - failed to get compatible element forces &
deformations for element: 12(dW: << -1.#IND)