Problem cyclic Analysis for Concentrated Plasticity Model

[Msadegh]

hi all,
I was doing a cyclic Analysis for One-Story Steel Moment Frame (Use Concentrated Plasticity Model ) and I got this error.It will be great to let me know how to fix it

Error:

DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
DisplacementControl::newStep() - domainChanged has not been called

Script Model:

#unit=mm,kg,N,s

wipe all

model BasicBuilder -ndm 2 - ndf 3 #2D-3 Degree of Freedom


############## Model ##############

set NBay 1
set NStory 1
set WBay 1410
set HstoryBase 960


set Pier1 0.000
set Pier2 [expr $Pier1+$WBay]

set Floor1 0.000
set Floor2 [expr $Floor1+$HstoryBase]


############## Properties ################

set Es 2.1e05
set Fy_C 414.8
set Fy_B 414.8
set Ry_C 1.1500
set Ry_B 1.1500
set n 10.000

############## Column ##############

set A_C1 5400.00
set I_C1 6345000.00
set I_ModC1 [expr $I_C1*($n+1.0)/$n]
set Z_C1 175500.00
set d_C1 60.00
set tf_C1 15.00
set bf_C1 140.00
set tw_C1 20.00
set h_C1 90.00
set My_C1 [expr 1.1*$Fy_C*$Z_C1]

puts "End of Define Column Materials"
############## Beam ##############

set A_B1 10200.00
set I_B1 1.283e08
set I_ModB1 [expr $I_B1*($n+1.0)/$n]
set Z_B1 1068500
set d_B1 250.00
set tf_B1 20.00
set bf_B1 140.00
set tw_B1 20.00
set h_B1 270.00
set My_B1 [expr 1.1*$Fy_B*$Z_B1]

puts "End of Define Beam Materials"
############## Node ##############

node 11 $Pier1 $Floor1
node 21 $Pier2 $Floor1

node 12 $Pier1 $Floor2
node 22 $Pier2 $Floor2

puts "End of Define Nodes"

############## Spring nodes ##############

# 6=Bottom Of Floor , 7=Top Of Floor , 2=Left of Joint , 3=Right of Joint

node 117 $Pier1 $Floor1
node 217 $Pier2 $Floor1

node 126 $Pier1 $Floor2
node 123 $Pier1 $Floor2

node 226 $Pier2 $Floor2
node 222 $Pier2 $Floor2

puts "End of Define Spring Nodes"
############## EqualDOF ##############
#Xdir = 1 Ydir=2 XY=3
set dof1 1

#Floor 2
equalDOF 12 22 $dof1

############## Fix ##############

fix 11 1 1 1
fix 21 1 1 1

############## Element ##############

set Col_TransfID 1
geomTransf PDelta $Col_TransfID

element elasticBeamColumn 111 117 126 $A_C1 $Es $I_ModC1 $Col_TransfID
element elasticBeamColumn 121 217 226 $A_C1 $Es $I_ModC1 $Col_TransfID

set Beam_TransfID 2
geomTransf PDelta $Beam_TransfID

element elasticBeamColumn 212 123 222 $A_B1 $Es $I_ModB1 $Beam_TransfID

puts "End Of Define Elements"

############## Stiffness of Spring Torsion ##############

set Lshear_C11 [expr $HstoryBase]

set L_C11 [expr $HstoryBase]

set K_Cs11 [expr (6.0*$n*$Es*$I_ModC1)/$L_C11]

set Lshear_B11 [expr $WBay]

set L_B11 [expr $WBay]

set K_Bs11 [expr 6.0*$n*$Es*$I_ModB1/$L_B11]

set outFileID [open Stiffness.txt w]
puts $outFileID "K_Cs11=$K_Cs11"
puts $outFileID "K_Bs11=$K_Bs11"
close $outFileID

############## Define Rotational Springs for Plastic Hinges ##############

set C1_unit 1.00
set C2_unit 1.00
set McMy 1.1
set cS 1.0000
set cK 1.0000
set cA 1.0000
set cD 1.0000
set ResP 0.4000
set ResN 0.4000
set th_uP 0.400
set th_uN 0.400
set DP 1.0000
set DN 1.0000

set landaC11 [expr 495.0*pow($h_C1/$tw_C1,-1.34)*pow($bf_C1/(2*$tf_C1),-0.595)*pow(($C2_unit*$Ry_C*$Fy_C)/355.0,-0.36)]

set thp_PC11 [expr 0.0865*pow($h_C1/$tw_C1,-0.365)*pow($bf_C1/(2*$tf_C1),-0.14)*pow($Lshear_C11/$d_C1,0.34)*pow(($C1_unit*$d_C1)/533.,-0.721)*pow(($C2_unit*$Ry_C*$Fy_C)/355.0,-0.23)]

set thp_NC11 [expr 0.0865*pow($h_C1/$tw_C1,-0.365)*pow($bf_C1/(2*$tf_C1),-0.14)*pow($Lshear_C11/$d_C1,0.34)*pow(($C1_unit*$d_C1)/533.,-0.721)*pow(($C2_unit*$Ry_C*$Fy_C)/355.0,-0.23)]

set thpc_PC11 [expr 5.63*pow($h_C1/$tw_C1,-0.565)*pow($bf_C1/(2*$tf_C1),-0.8)*pow(($C1_unit*$d_C1)/533.,-0.28)*pow(($C2_unit*$Ry_C*$Fy_C)/355.0,-0.43)]

set thpc_NC11 [expr 5.63*pow($h_C1/$tw_C1,-0.565)*pow($bf_C1/(2*$tf_C1),-0.8)*pow(($C1_unit*$d_C1)/533.,-0.28)*pow(($C2_unit*$Ry_C*$Fy_C)/355.0,-0.43)]

set LSC11 [expr ($landaC11/$thp_PC11)*($n+1)]

set LKC11 [expr ($landaC11/$thp_PC11)*($n+1)]

set LAC11 [expr ($landaC11/$thp_PC11)*($n+1)]

set LDC11 [expr $landaC11/$thp_PC11]

set a_Cs11 [expr (($n+1.0)*($My_C1*($McMy-1.0)))/($K_Cs11*$thp_PC11)]

set bCs11 [expr ($a_Cs11)/(1.0+$n*(1.0-$a_Cs11))]


set landaB11 [expr 495.0*pow($h_B1/$tw_B1,-1.34)*pow($bf_B1/(2*$tf_B1),-0.595)*pow(($C2_unit*$Ry_B*$Fy_B)/355.0,-0.36)]

set thp_PB11 [expr 0.0865*pow($h_B1/$tw_B1,-0.365)*pow($bf_B1/(2*$tf_B1),-0.14)*pow($Lshear_B11/$d_B1,0.34)*pow(($C1_unit*$d_B1)/533.,-0.721)*pow(($C2_unit*$Ry_B*$Fy_B)/355.0,-0.23)]

set thp_NB11 [expr 0.0865*pow($h_B1/$tw_B1,-0.365)*pow($bf_B1/(2*$tf_B1),-0.14)*pow($Lshear_B11/$d_B1,0.34)*pow(($C1_unit*$d_B1)/533.,-0.721)*pow(($C2_unit*$Ry_B*$Fy_B)/355.0,-0.23)]

set thpc_PB11 [expr 5.63*pow($h_B1/$tw_B1,-0.565)*pow($bf_B1/(2*$tf_B1),-0.8)*pow(($C1_unit*$d_B1)/533.,-0.28)*pow(($C2_unit*$Ry_B*$Fy_B)/355.0,-0.43)]

set thpc_NB11 [expr 5.63*pow($h_B1/$tw_B1,-0.565)*pow($bf_B1/(2*$tf_B1),-0.8)*pow(($C1_unit*$d_B1)/533.,-0.28)*pow(($C2_unit*$Ry_B*$Fy_B)/355.0,-0.43)]

set LSB11 [expr ($landaB11/$thp_PB11)*($n+1)]

set LKB11 [expr ($landaB11/$thp_PB11)*($n+1)]

set LAB11 [expr ($landaB11/$thp_PB11)*($n+1)]

set LDB11 [expr $landaB11/$thp_PB11]

set a_Bs11 [expr (($n+1.0)*($My_B1*($McMy-1.0)))/($K_Bs11*$thp_PB11)]

set bBs11 [expr ($a_Bs11)/(1.0+$n*(1.0-$a_Bs11))]


puts "End Of Define Rotational Springs for Plastic Hinges"

############## define Column Springs =3 & Beam Springs=4 ##############

source rotSpring2DModIKModel.tcl

rotSpring2DModIKModel 3111 11 117 $K_Cs11 $bCs11 $bCs11 $My_C1 [expr -$My_C1] $LSC11 $LKC11 $LAC11 $LDC11 $cS $cK $cA $cD $thp_PC11 $thp_NC11 $thpc_PC11 $thpc_NC11 $ResP $ResN $th_uP $th_uN $DP $DN
rotSpring2DModIKModel 3211 21 217 $K_Cs11 $bCs11 $bCs11 $My_C1 [expr -$My_C1] $LSC11 $LKC11 $LAC11 $LDC11 $cS $cK $cA $cD $thp_PC11 $thp_NC11 $thpc_PC11 $thpc_NC11 $ResP $ResN $th_uP $th_uN $DP $DN

rotSpring2DModIKModel 3112 12 126 $K_Cs11 $bCs11 $bCs11 $My_C1 [expr -$My_C1] $LSC11 $LKC11 $LAC11 $LDC11 $cS $cK $cA $cD $thp_PC11 $thp_NC11 $thpc_PC11 $thpc_NC11 $ResP $ResN $th_uP $th_uN $DP $DN
rotSpring2DModIKModel 3212 22 226 $K_Cs11 $bCs11 $bCs11 $My_C1 [expr -$My_C1] $LSC11 $LKC11 $LAC11 $LDC11 $cS $cK $cA $cD $thp_PC11 $thp_NC11 $thpc_PC11 $thpc_NC11 $ResP $ResN $th_uP $th_uN $DP $DN

rotSpring2DModIKModel 4121 12 123 $K_Bs11 $bBs11 $bBs11 $My_B1 [expr -$My_B1] $LSB11 $LKB11 $LAB11 $LDB11 $cS $cK $cA $cD $thp_PB11 $thp_NB11 $thpc_PB11 $thpc_NB11 $ResP $ResN $th_uP $th_uN $DP $DN
rotSpring2DModIKModel 4122 22 222 $K_Bs11 $bBs11 $bBs11 $My_B1 [expr -$My_B1] $LSB11 $LKB11 $LAB11 $LDB11 $cS $cK $cA $cD $thp_PB11 $thp_NB11 $thpc_PB11 $thpc_NB11 $ResP $ResN $th_uP $th_uN $DP $DN



puts "End Of Define Column & Beam Springs"

file mkdir data


recorder Node -file data/node12disp.out -node 12 -dof 1 disp
recorder Node -file data/node11reaction.out -node 11 -dof 1 reaction
recorder Node -file data/node21reaction.out -node 21 -dof 1 reaction



pattern Plain 1 Linear {
load 12 10.0 0. 0.
}

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-4 600
algorithm Newton


set disploop [list 2.833 2.833 2.833 5.666 5.666 5.666 8.5 8.5 8.5 17 17 17 25.5 25.5 25.5 34 34 34 42.5 42.5 42.5 51 51 51 59.5 59.5 59.5 68 68 68 76.5 76.5 76.5 85 85 85 93.5 93.5 93.5 102 102 102 110.5 110.5 110.5 119 119 119 127.5 127.5 127.5 136 136 136]
for {set i 1} {$i<=[llength $disploop]} {incr i 1} {
set dispincr [expr 1.0*pow((-1.0),[expr $i-1])*[lindex $disploop [expr $i-1]]/300]
integrator DisplacementControl 21 1 $dispincr;
analysis Static
analyze 300
}


puts "End of Static Analysis"

For Source File RotSpring2DModIKModel.tcl , click the link (http://opensees.berkeley.edu/wiki/index ... KModel.tcl )

[giovannimilan]

I am not sure if it is gonna solve it, but I would define the load path also for the other column (left).

something like:
pattern Plain 1 Linear {
load 12 10.0 0. 0.
load 22 10.0 0. 0.
}

Cheers,

[Msadegh]

Thanks for your guidance
Unfortunately, the error still exists
Do not have another idea?