Beamcolumnjointelement

[jjeon34]

I am studying the beam column joint model in the OpenSees Manual.
I am running an example in the Mannual, but I couldn't get output files (recorder).
How can I get the output files?

OpenSees tcl files (pr.tcl procMKPC.tcl proRC.tcl)


############################################################################
# Test example for BEAM COLUMN ELEMENT JOINT ------- PARK RUITONG TEST SPECIMEN Unit 1
# Written: N.Mitra
# Description: 4 noded 12 dof element having 12 springs and a shear panel
# Date: Feb 16 2003
## Model consisting of a crucifix with beams and columns and a joint
## File Name: PR1.tcl
# refer to Beam-Column-Joint Element.doc for full explanation of the parameters

################################################################################

#create the ModelBuilder object

model BasicBuilder -ndm 2 -ndf 3

## unit name ---- PR1
set fName "PR";

source procMKPC.tcl

#tsource procUniaxialPinching.tcl
source procRC.tcl

# all dimensions are in here as MPa (conversion factors are required in certain places)
set Strfactor 145; set Lenfactor [expr 1/25.4];

## Y taken as the inplane dim. against which the bending takes place
set colY 406; set colZ 305;
set bmY 457; set bmZ 229;

# covers
set colCov 43; set bmCov1 42; set bmCov2 33; set bmCov $bmCov1;

# y,z,x dimension of the joint respectively
set JointWidth [expr $colY]; set JointHeight [expr $bmY]; set JointDepth $colZ ;
set BeamLengthIn 645; set BeamLengthOut 1271; set ColumnLengthClear 1008;
set JointVolume [expr $JointWidth*$JointHeight*$JointDepth];

############################################################
################# material properties of column section ############################################################

set CUnconfFc -45.9; set CUnconfEc -0.002;
set CTSspace 60; set CTSlength 1853.53; set CTSFy 282; set CTSarea 28.3;
set CFy 498.0; set CEs 196600.0; set CsHratio 0.004216; set CAs 201.06;

procMKPC $CUnconfFc $CUnconfEc $colY $colZ $colCov $CTSspace $CTSlength $CTSFy $CTSarea $Strfactor $Lenfactor

set CUnconfFcu [lindex $concreteProp 2]; set CUnconfEcu [lindex $concreteProp 3];
set CConfFc [lindex $concreteProp 4]; set CConfEc [lindex $concreteProp 5];
set CConfFcu [lindex $concreteProp 6]; set CConfEcu [lindex $concreteProp 7];

#########################################################
########################### material properties of beam section #####################################################

set BUnconfFc -45.9; set BUnconfEc -0.002;
set BTSspace 80; set BTSlength 1036; set BTSFy 282; set BTSarea 28.3;
set BFy 294.0; set BEs 210400.0; set BAs 201.06; set BsHratio 0.002322;

procMKPC $BUnconfFc $BUnconfEc $bmY $bmZ $bmCov $BTSspace $BTSlength $BTSFy $BTSarea $Strfactor $Lenfactor

set BUnconfFcu [lindex $concreteProp 2]; set BUnconfEcu [lindex $concreteProp 3];
set BConfFc [lindex $concreteProp 4]; set BConfEc [lindex $concreteProp 5];
set BConfFcu [lindex $concreteProp 6]; set BConfEcu [lindex $concreteProp 7];

####################################################################
######################### details for the material models of bar slip of the beam ####################################

set bs_fc [expr -$BUnconfFc]; set bs_fs $BFy; set bs_es $BEs; set bs_fsu 434; set bs_dbar 16; set bs_esh [expr $BsHratio*$BEs];
set bs_wid $colZ; set bs_dep $bmY;
set bsT_nbars 5; set bsB_nbars 2;
set bs_ljoint $colY;

################################################################################
########################## details for the material models of bar slip of the column ##################################

set cs_fc [expr -$CUnconfFc]; set cs_fs $CFy; set cs_es $CEs; set cs_fsu 660; set cs_dbar 16; set cs_esh [expr $CsHratio*$CEs];
set cs_wid $colZ; set cs_dep $colY;
set cs_nbars 3;
set cs_ljoint $bmY;

#####################################################################
############### add nodes - command: node nodeId xCrd yCrd #######################################################

node 1 0.0 0.0
node 2 0.0 $ColumnLengthClear
node 3 [expr -$BeamLengthOut-$BeamLengthIn-$JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 4 [expr -$BeamLengthIn-$JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 5 [expr -$JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 6 [expr $JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 7 [expr $BeamLengthIn+$JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 8 [expr $BeamLengthOut+$BeamLengthIn+$JointWidth/2] [expr $ColumnLengthClear+$JointHeight/2]
node 9 0.0 [expr $ColumnLengthClear+$JointHeight]
node 10 0.0 [expr 2*$ColumnLengthClear+$JointHeight]

# add material Properties - command: uniaxialMaterial matType matTag ...
#command: uniaxialMaterial Elastic tag? E?

uniaxialMaterial Elastic 1 10000000000.0

#####################################################################
############## inelastic beam column elements
##########################################################

uniaxialMaterial Concrete01 10 $BUnconfFc $BUnconfEc $BUnconfFcu $BUnconfEcu
uniaxialMaterial Concrete01 20 $BConfFc $BConfEc $BConfFcu $BConfEcu
uniaxialMaterial Steel02 30 $BFy $BEs $BsHratio 18.5 0.925 0.15 0.0 0.4 0.0 0.5
uniaxialMaterial Concrete01 40 $CUnconfFc $CUnconfEc $CUnconfFcu $CUnconfEcu
uniaxialMaterial Concrete01 50 $CConfFc $CConfEc $CConfFcu $CConfEcu
uniaxialMaterial Steel02 60 $CFy $CEs $CsHratio 18.5 0.925 0.15 0.0 0.4 0.0 0.5

########### for columns ///////////////////////////////////////////////////////////////////////

set z [expr $colZ/2.0]; set y [expr $colY/2.0];

section Fiber 1 {
patch rect 50 8 1 [expr $colCov-$y] [expr $colCov-$z] [expr $y-$colCov] [expr $z-$colCov]
patch rect 40 2 1 [expr -$y] [expr $colCov-$z] [expr $colCov-$y] [expr $z-$colCov]
patch rect 40 2 1 [expr $y-$colCov] [expr $colCov-$z] [expr $y] [expr $z-$colCov]
patch rect 40 8 1 [expr -$y] [expr -$z] [expr $y] [expr $colCov-$z]
patch rect 40 8 1 [expr -$y] [expr $z-$colCov] [expr $y] [expr $z]

layer straight 60 3 $CAs [expr $y-$colCov] [expr $colCov-$z] [expr $y-$colCov] [expr $z-$colCov]
layer straight 60 2 $CAs 0.0 [expr $colCov-$z] 0.0 [expr $z-$colCov]
layer straight 60 3 $CAs [expr $colCov-$y] [expr $colCov-$z] [expr $colCov-$y] [expr $z-$colCov]
}

#################### for beams ///////////////////////////////////////////////////////////////////

set z [expr $bmZ/2.0]; set y [expr $bmY/2.0];

section Fiber 2 {
patch rect 20 8 1 [expr $bmCov1-$y] [expr $bmCov1-$z] [expr $y-$bmCov1] [expr $z-$bmCov1]
patch rect 10 2 1 [expr -$y] [expr $bmCov1-$z] [expr $bmCov1-$y] [expr $z-$bmCov1]
patch rect 10 2 1 [expr $y-$bmCov1] [expr $bmCov1-$z] [expr $y] [expr $z-$bmCov1]
patch rect 10 8 1 [expr -$y] [expr -$z] [expr $y] [expr $bmCov1-$z]
patch rect 10 8 1 [expr -$y] [expr $z-$bmCov1] [expr $y] [expr $z]

layer straight 30 3 $BAs [expr $y-$bmCov1] [expr $bmCov1-$z] [expr $y-$bmCov1] [expr $z - $bmCov1]
layer straight 30 2 $BAs [expr $y-$bmCov1-$bmCov2] [expr $bmCov1-$z] [expr $y-$bmCov1-$bmCov2] [expr $z - $bmCov1]
layer straight 30 2 $BAs [expr $bmCov1-$y] [expr $bmCov1-$z] [expr $bmCov1-$y] [expr $z - $bmCov1]
}

##############/////////////////////////////////////////////////////////////////////////////////////

## add geometric transformation -command: geomTransf transfType ...

## geomTransf Linear tag?

geomTransf Linear 1
geomTransf Linear 2

element nonlinearBeamColumn 1 1 2 5 1 2
element nonlinearBeamColumn 2 9 10 5 1 2
element nonlinearBeamColumn 3 3 4 3 2 1
element nonlinearBeamColumn 4 4 5 2 2 1
element nonlinearBeamColumn 5 6 7 2 2 1
element nonlinearBeamColumn 6 7 8 3 2 1

##### end element formation as well as material defination for beams and columns ######################

##########################################################################################

# for beam bottom

set matID1 21
set matID2 22

uniaxialMaterial BarSlip $matID1 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep strong beamBot
uniaxialMaterial BarSlip $matID2 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep strong beamBot

## %%%%%%%%%%%%%%% equivalent statement can be made in other way
#uniaxialMaterial BarSlip $matID1 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep 1.0 strong beamBot damage
#uniaxialMaterial BarSlip $matID2 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsB_nbars $bs_wid $bs_dep 1.0 strong beamBot damage

# for beam top
set matID3 31
set matID4 32

uniaxialMaterial BarSlip $matID3 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsT_nbars $bs_wid $bs_dep strong beamTop
uniaxialMaterial BarSlip $matID4 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsT_nbars $bs_wid $bs_dep strong beamTop

## %%%%%%%%%%%%%%% equivalent statement can be made in other way

#uniaxialMaterial BarSlip $matID3 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsT_nbars $bs_wid $bs_dep 1.0 strong beamTop damage
#uniaxialMaterial BarSlip $matID4 $bs_fc $bs_fs $bs_es $bs_fsu $bs_esh $bs_dbar $bs_ljoint $bsT_nbars $bs_wid $bs_dep 1.0 strong beamTop damage

# for columns
set matID5 41
set matID6 42
set matID7 43
set matID8 44

uniaxialMaterial BarSlip $matID5 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep strong column
uniaxialMaterial BarSlip $matID6 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep strong column
uniaxialMaterial BarSlip $matID7 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep strong column
uniaxialMaterial BarSlip $matID8 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep strong column

## %%%%%%%%%%%%%%% equivalent statement can be made in other way

#uniaxialMaterial BarSlip $matID5 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep 1.0 strong column damage
#uniaxialMaterial BarSlip $matID6 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep 1.0 strong column damage
#uniaxialMaterial BarSlip $matID7 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep 1.0 strong column damage
#uniaxialMaterial BarSlip $matID8 $cs_fc $cs_fs $cs_es $cs_fsu $cs_esh $cs_dbar $cs_ljoint $cs_nbars $cs_wid $cs_dep 1.0 strong column damage

#################### end material formation for bar slip ########################################################

############################ material for shear panel #############################################################
## Positive/Negative envelope Stress
set p1 2.1932; set p2 4.0872; set p3 4.4862; set p4 [expr $p3*1e-3];

## stress1 stress2 stress3 stress4
set pEnvStrsp [list [expr $p1*$JointVolume] [expr $p2*$JointVolume] [expr $p3*$JointVolume] [expr $p4*$JointVolume]]
set nEnvStrsp [list [expr -$p1*$JointVolume] [expr -$p2*$JointVolume] [expr -$p3*$JointVolume] [expr -$p4*$JointVolume]]

## Positive/Negative envelope Strain
## strain1 strain2 strain3 strain4

set pEnvStnsp [list 0.0002 0.004465 0.0131 0.0269]
set nEnvStnsp [list -0.0002 -0.004465 -0.0131 -0.0269]

## Ratio of maximum deformation at which reloading begins
## Pos_env. Neg_env.
set rDispsp [list 0.25 0.25]

## Ratio of envelope force (corresponding to maximum deformation) at which reloading begins

### Pos_env. Neg_env.
set rForcesp [list 0.15 0.15]


## Ratio of monotonic strength developed upon unloading
### Pos_env. Neg_env.

set uForcesp [list 0.0 0.0]


## Coefficients for Unloading Stiffness degradation

## gammaK1 gammaK2 gammaK3 gammaK4 gammaKLimit

set gammaKsp [list 1.13364492409642 0.0 0.10111033064469 0.0 0.91652498468618]

#set gammaKsp [list 0.0 0.0 0.0 0.0 0.0]

#### Coefficients for Reloading Stiffness degradation
### gammaD1 gammaD2 gammaD3 gammaD4 gammaDLimit

set gammaDsp [list 0.12 0.0 0.23 0.0 0.95]

#set gammaDsp [list 0.0 0.0 0.0 0.0 0.0]
#### Coefficients for Strength degradation
### gammaF1 gammaF2 gammaF3 gammaF4 gammaFLimit

set gammaFsp [list 1.11 0.0 0.319 0.0 0.125]
#set gammaFsp [list 0.0 0.0 0.0 0.0 0.0]

set gammaEsp 10.0

uniaxialMaterial Pinching4 5 [lindex $pEnvStrsp 0] [lindex $pEnvStnsp 0] \
[lindex $pEnvStrsp 1] [lindex $pEnvStnsp 1] [lindex $pEnvStrsp 2] \
[lindex $pEnvStnsp 2] [lindex $pEnvStrsp 3] [lindex $pEnvStnsp 3] \
[lindex $nEnvStrsp 0] [lindex $nEnvStnsp 0] \
[lindex $nEnvStrsp 1] [lindex $nEnvStnsp 1] [lindex $nEnvStrsp 2] \
[lindex $nEnvStnsp 2] [lindex $nEnvStrsp 3] [lindex $nEnvStnsp 3] \
[lindex $rDispsp 0] [lindex $rForcesp 0] [lindex $uForcesp 0] \
[lindex $rDispsp 1] [lindex $rForcesp 1] [lindex $uForcesp 1] \
[lindex $gammaKsp 0] [lindex $gammaKsp 1] [lindex $gammaKsp 2] [lindex $gammaKsp 3] [lindex $gammaKsp 4] \
[lindex $gammaDsp 0] [lindex $gammaDsp 1] [lindex $gammaDsp 2] [lindex $gammaDsp 3] [lindex $gammaDsp 4] \
[lindex $gammaFsp 0] [lindex $gammaFsp 1] [lindex $gammaFsp 2] [lindex $gammaFsp 3] [lindex $gammaFsp 4] \
$gammaEsp energy

#################### end material formation for shear panel ###########################################

##element BeamColumnJoint tag? iNode? jNode? kNode? lNode? matTag1? matTag2? matTag3? matTag4?
## matTag5? matTag6? matTag7? matTag8? matTag9? matTag10? matTag11? matTag12? matTag13?
## <element Height factor?> <element Width factor?>
## please note: the four nodes are in anticlockwise direction around the element
## requires material tags for all 13 different components within the element.
## the first 12 being that of spring and the last of the shear panel

element beamColumnJoint 7 2 6 9 5 41 42 1 21 31 1 43 44 1 22 32 1 5

#element beamColumnJoint 7 2 6 9 5 1 1 1 1 1 1 1 1 1 1 1 1 1

## %%%%%%%%%%%%%%% equivalent statement can be made in other way

#element beamColumnJoint 7 2 6 9 5 41 42 1 21 31 1 43 44 1 22 32 1 5 1.0 1.0
#element beamColumnJoint 7 2 6 9 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1.0 1.0

# set the boundary conditions - command: fix nodeID xResrnt? yRestrnt?
fix 1 1 1 0
fix 2 0 0 0
fix 3 0 1 0
fix 4 0 0 0
fix 5 0 0 0
fix 6 0 0 0
fix 7 0 0 0
fix 8 0 1 0
fix 9 0 0 0
fix 10 0 0 0

pattern Plain 2 Linear {
load 4 0 -55000 0 -const
load 7 0 -55000 0 -const
}

system ProfileSPD
constraints Plain
integrator LoadControl 0 1 0 0
test NormDispIncr 1e-8 150
algorithm Newton
numberer RCM
analysis Static
analyze 1
loadConst -time 0.0

pattern Plain 1 Linear {
#load nd? Fx? Fy? Mz?
load 10 1 0 0
}

set rbbt "_RBbt"; set rbtp "_RBtp"; set dlcbr "_DLCbr"; set sp "_Sp"; set jdf "_Jdf";
set lbbt "_LBbt"; set lbtp "_LBtp"; set drcbr "_DRCbr"; set ulcbr "_ULCbr"; set urcbr "_URCbr";
set RBbt [concat $fName$rbbt]; set RBtp [concat $fName$rbtp]; set Sp [concat $fName$sp];
set LBbt [concat $fName$lbbt]; set LBtp [concat $fName$lbtp]; set DLCbr [concat $fName$dlcbr];
set DRCbr [concat $fName$drcbr]; set URCbr [concat $fName$urcbr]; set ULCbr [concat $fName$ulcbr];
set Jdf [concat $fName$jdf];



#recorder Node $fName.out disp -load -node 10 -dof 1
#recorder Element 7 -file $RBbt.out node2BarSlipB stressStrain
#recorder Element 7 -file $RBtp.out node2BarSlipT stressStrain
#recorder Element 7 -file $LBbt.out node4BarSlipB stressStrain
#recorder Element 7 -file $LBtp.out node4BarSlipT stressStrain
#recorder Element 7 -file $DLCbr.out node1BarSlipL stressStrain
#recorder Element 7 -file $DRCbr.out node1BarSlipR stressStrain
#recorder Element 7 -file $ULCbr.out node3BarSlipL stressStrain
#recorder Element 7 -file $URCbr.out node3BarSlipR stressStrain
#recorder Element 7 -file $Sp.out shearpanel stressStrain
#recorder Element 7 -file $Jdf.out deformation

set peakpts [list 0.1 10 10 30 30 45 45 60 60 75 75 90 90 105 105]
set increment 1
set nodeTag 10
set dofTag 1

procRC $increment $nodeTag $dofTag $peakpts

# print the results at node and at all elements

print node

#print element


recorder Node -file $fName.out -load -node 10 -dof 1 disp;


#===============================================================================================
#===============================================================================================
#===============================================================================================
#===============================================================================================

#######################################################################################################
#
# procMKPC.tcl
## procedure for evaluating the confined concrete material envelope points based upon the modified
## kent park procedure. The procedure takes in the unconfined concrete and confining steel properties.
## created : NM (nmitra@u.washington.edu) dated: Dec. 2002

#######################################################################################################


proc procMKPC { CUnconfFc CUnconfEc Y Z Cov TSspace TSlength TSFy TSarea Strfactor Lenfactor } {

set CUnconfEcu -0.004;
set SecWid [expr $Lenfactor*$Z]; set SecDep [expr $Lenfactor*$Y]; set cover [expr $Lenfactor*$Cov];
set UFc [expr -$Strfactor*$CUnconfFc]; set Ue0 [expr -$CUnconfEc]; set Uecu [expr -$CUnconfEcu];
set hoopSpc [expr $Lenfactor*$TSspace]; set hoopLngth [expr $Lenfactor*$TSlength];
set hoopFy [expr $Strfactor*$TSFy]; set hoopArea [expr $TSarea*$Lenfactor*$Lenfactor];

# ratio of volume of rectangular steel hoops to volumne of concrete core measured to outside of peripheral hoops
set rhoS [expr ($hoopLngth*$hoopArea)/(($SecWid-2*$cover)*($SecDep-2*$cover)*$hoopSpc)];

# width of concrete core measured to outside of peripheral hoop
set b [expr $SecWid - 2*$cover];
set temp [expr $b/$hoopSpc]
set e50u [expr (3+0.002*$UFc)/($UFc - 1000)]; set e50h [expr 3*$rhoS*pow($temp,0.5)/4];
set Zm [expr 0.5*($UFc-1000)/(3+0.002*$UFc)]; set Z [expr 0.5/($e50u + $e50h - $Ue0)];
set K [expr (1 + $rhoS*$hoopFy/$UFc)];

# unconfined ultimate compressive strength
set UFcu [expr -$UFc*(1-$Zm*($Uecu-$Ue0))/$Strfactor];

#cracking strain in confined concrete
set Ce0 [expr -$K*$Ue0];

# cracking stress in confined concrete
set CFc [expr -$K*$UFc/$Strfactor];

# ultimate stress in confined concrete
set CFcu [expr 0.2*$CFc];

# ultimate strain in confined concrete
set Cecu [expr -(0.8/$Z - $Ce0)];

global concreteProp;
set concreteProp [list $CUnconfFc $CUnconfEc $UFcu $CUnconfEcu $CFc $Ce0 $CFcu $Cecu];

#puts [lindex $concreteProp 0]

return $concreteProp;


#===============================================================================================
#===============================================================================================
#===============================================================================================
#===============================================================================================

########################################################################################################
#
# procRC.tcl
## procedure for setting up a reversed cycle loading scheme. The input are mainly the
## peak points for the loading.
## The procedure primarily uses Displacement control for loading, if it fails uses ArcLength control
## created : NM (nmitra@u.washington.edu) dated: Sep 2002
########################################################################################################

proc procRC { incre nodeTag dofTag peakpts } {

set displayTag 0;
set numTimes 150;

set x [lindex $peakpts 0];
set dU [expr $x/$incre];
#set dU0 [expr $dU/1000];
set dU0 [expr $dU/10000];
integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU $dU
analysis Static
analyze $incre

integrator DisplacementControl $nodeTag $dofTag 0.0 1 [expr -$dU] [expr -$dU]
analyze [expr 2*$incre]

integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU $dU
analyze $incre

## end the first peak pt start for others

for {set j 1} {$j < [llength $peakpts]} {incr j 1} {

set y [lindex $peakpts $j]
set dSt [expr $y/$dU]
set dS [expr int($dSt)]

test NormDispIncr 1e-8 $numTimes $displayTag

algorithm Newton


############# start loading cycle ##################

set t 0;
while {$t != $dS} {
integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU $dU
set ok [analyze 1]
incr t 1;

if {$ok != 0} {
# if {$t == $dS} {break};
puts "Displacement control failed ..... trying Arc-Length control"
set currentDisp [nodeDisp $nodeTag $dofTag]
puts "Current Displacement is $currentDisp"

# algorithm Linear
test NormDispIncr 1e-6 $numTimes $displayTag

#algorithm ModifiedNewton
# integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU0 $dU0

# integrator DisplacementControl $nodeTag $dofTag 0.0 10 $dU0 $dU0

integrator ArcLength [expr $dU0] 1.0

# set ok [analyze 1]
analyze 1
}

# puts "that worked ..... back to regular Newton "

test NormDispIncr 1e-8 $numTimes $displayTag
# algorithm Newton
}


################## end of loading cycle, start unloading cycle ########

set t 0;
while {$t != [expr 2*$dS]} {
integrator DisplacementControl $nodeTag $dofTag 0.0 1 [expr -$dU] [expr -$dU]
set ok [analyze 1]
incr t 1;

if {$ok != 0} {
# if {$t == [expr 2*$dS]} {break};

puts "Displacement control failed ..... trying Arc-Length control"

set currentDisp [nodeDisp $nodeTag $dofTag]
puts "Current Displacement is $currentDisp"

# algorithm Linear
test NormDispIncr 1e-6 $numTimes $displayTag

#algorithm ModifiedNewton

# integrator DisplacementControl $nodeTag $dofTag 0.0 1 [expr -$dU0] [expr -$dU0]
# integrator DisplacementControl $nodeTag $dofTag 0.0 10 [expr -$dU0] [expr -$dU0]

integrator ArcLength [expr $dU0] 1.0

# set ok [analyze 1]

analyze 1
}

# puts "that worked .... back to regular Newton "
test NormDispIncr 1e-8 $numTimes $displayTag

# algorithm Newton
}

############# end of unloading cycle, start reloading cycle ###########


set t 0;

while {$t != $dS} {
integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU $dU
set ok [analyze 1]
incr t 1;

if {$ok != 0} {
# if {$t == $dS} {break};
puts "Displacement control failed ..... trying Arc-Length control"

set currentDisp [nodeDisp $nodeTag $dofTag]
puts "Current Displacement is $currentDisp"

# algorithm Linear
test NormDispIncr 1e-6 $numTimes $displayTag

#algorithm ModifiedNewton
# integrator DisplacementControl $nodeTag $dofTag 0.0 1 $dU0 $dU0
# integrator DisplacementControl $nodeTag $dofTag 0.0 10 $dU0 $dU0

integrator ArcLength [expr $dU0] 1.0

# set ok [analyze 1]

analyze 1

}

# puts "that worked .... back to regular Newton "

test NormDispIncr 1e-8 $numTimes $displayTag

# algorithm Newton
}

######## reloading cycle completed #############################

if {$ok == 0} {
puts "analysis succesful at $y mm displacement";
} else {
puts "analysis could not proceed fine beyond $y mm displacement";
}
}
}

[vesna]

Try replacing

recorder Node -file $fName.out -load -node 10 -dof 1 disp;

with

recorder Node -file $fName.out -time -node 10 -dof 1 disp;

Let me know if it works now.

[ydgao1214]

I tried too, failed.

[vesna]

move your recorder above, where all the other recorders are defined (the commented ones)

[jjeon34]

Thank you. I moved my recorder and then I got load-displacement curve at node 10.
However, I am trying to obtain the stress-strain relationships in the recorder command, but the code doesnot work.
How do I change the format of the element recorder to get the stress-strain values in the recorder?

[vesna]

To get a stress-strain response you need to look at the specific fiber of your element. There are two ways to record it: 1) by coordinates of the centroid of the fiber (fiber $yLoc $zLoc $matTag), 2) by the number of the fiber (fiber $fiberNum $matTag).

Here is an example where coordinates of the centroid of the fiber are specified:

recorder Element -file Element1.out -time -ele 1 3 section 1 fiber 0.10 0.10 stressStrain

With this recorder you will record stress-strain at elements 1 and 3 and their section 1 for fiber at location (0.1, 0.1) .

To be able to define a recorder yourself for any input of interest read more about recorders at:
http://opensees.berkeley.edu/wiki/index ... er_Command