Analysis error

[orodzarrin]

these is problem about this commend. i can not find out how to correct it.
pleas help me.

integrator DisplacementControl 5 1 0.1

this is its error :
can't read "nodeTag": no such variable

the number 5 at the first parameter is a joint.

[fmk]

node 5 needs to be a node in the model. does the command "print -node 5" work?

[orodzarrin]

it is in the model.
no it doesn't work.

[brag006]

Can you post your node definitions

[fmk]

if that command does not work .. you have no node 5 and thus cannot control the analysis using the displacement at node 5.

[orodzarrin]

######################## Nodes #######################
node 1 0.0 0.0
node 2 5.0 0.0
node 3 9.0 0.0
node 4 0.0 3.0
node 5 5.0 3.0
node 6 9.0 3.0
node 7 0.0 6.0
node 8 5.0 6.0
node 9 9.0 6.0
node 10 0.0 9.0
node 11 5.0 9.0
node 12 9.0 9.0

I used it for other node such as 12 but it doesn't work as well.

[brag006]

Can you post all your code. Maybe I can help you with the error

[orodzarrin]

######################### Model Class ########################
wipe

set GMdir "GMfiles"; # ground-motion file directory
source LibUnits.tcl; # define basic and system units




######################### Dimansion ######################
model basic -ndm 2 -ndf 3

puts "ok 1"
######################## Nodes #######################
node 1 0.0 0.0; # First Fix Support #
node 2 5.0 0.0 # second Fix Support #
node 3 9.0 0.0 #-mass 4.0 0.0 0.0
node 4 0.0 3.0 #-mass 4.0 0.0 0.0
node 5 5.0 3.0 #-mass 4.0 0.0 0.0
node 6 9.0 3.0 #-mass 4.0 0.0 0.0
node 7 0.0 6.0 #-mass 0.0 0.0 0.0
node 8 5.0 6.0 #-mass 0.0 0.0 0.0
node 9 9.0 6.0 #-mass 0.0 0.0 0.0
node 10 0.0 9.0 #-mass 0.0 0.0 0.0
node 11 5.0 9.0 #-mass 0.0 0.0 0.0
node 12 9.0 9.0 #-mass 0.0 0.0 0.0

puts "ok 2"
########################## Support ########################
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1

puts "ok 3"
########################## EqualDof #######################1 2 mafsal mikonad#
equalDOF 4 3 1 2
equalDOF 5 14 1 2
equalDOF 5 15 1 2
equalDOF 6 16 1 2
equalDOF 7 17 1 2
equalDOF 8 18 1 2
equalDOF 8 19 1 2
equalDOF 9 20 1 2
equalDOF 10 21 1 2
equalDOF 11 22 1 2
equalDOF 11 23 1 2
equalDOF 12 24 1 2

puts "ok 4"
########################## rigid link beam ################
rigidLink beam 4 5 # connect node 3 to node 4 via a rigid link-beam #
rigidLink beam 4 6
rigidLink beam 7 8
rigidLink beam 7 9
rigidLink beam 10 11
rigidLink beam 10 12

puts "ok 5"
########################## Material ##fy=235359.605##E=200100000##b=0.02##
uniaxialMaterial Steel01 1 24 2 0.02

puts "ok 6"
########################## section #########################aval (y) bad (z) #
section Fiber 1 {
patch quad 1 5 4 0.05 -0.05 0.05 0.05 0.06 0.05 0.06 -0.05
patch quad 1 3 10 -0.05 -0.005 -0.05 0.005 0.05 0.005 0.05 -0.005
patch quad 1 5 4 -0.06 -0.05 -0.06 0.05 -0.05 0.05 -0.05 -0.05
}

puts "ok 7"
#

################################## Column 1 ## Beam 2 #
geomTransf PDelta 1
geomTransf Linear 2

puts "ok 8"

puts "ok 9"
############################################## Nonlinear Beam - column Element ######

element nonlinearBeamColumn 1 1 4 5 1 1
element nonlinearBeamColumn 2 2 5 5 1 1
element nonlinearBeamColumn 3 3 6 5 1 1
element nonlinearBeamColumn 4 4 5 5 1 2
element nonlinearBeamColumn 5 5 6 5 1 2
element nonlinearBeamColumn 6 4 7 5 1 1
element nonlinearBeamColumn 7 5 8 5 1 1
element nonlinearBeamColumn 8 6 9 5 1 1
element nonlinearBeamColumn 9 7 8 5 1 2
element nonlinearBeamColumn 10 8 9 5 1 2
element nonlinearBeamColumn 11 7 10 5 1 1
element nonlinearBeamColumn 12 8 11 5 1 1
element nonlinearBeamColumn 13 9 12 5 1 1
element nonlinearBeamColumn 14 10 11 5 1 2
element nonlinearBeamColumn 15 11 12 5 1 2

puts "ok 10"
######################## Path time series ##### baray moshakhas kardan bare zelzele#######292#


pattern Plain 1 Linear { ; # define LoadPattern 1. impose load in a linear manner
load 5 100.0 0.0 20.0; # apply force and moment at node 5
}

puts "ok 11"
################################################ Record #############303#
recorder Node -file dataDir/NodeDis5.out -time -node 5 -dof 1 disp
recorder Node -file dataDir/Node6.eig -time -node 6 -dof 1 "eigen 1"
recorder Node -file dataDir/RNode.out -time -node 1 2 -dof 1 reaction
recorder Drift -file dataDir/drift.out -time -inode 3 4 -jnode 5 6 -dof 1 perpDrin 2
recorder Element -file dataDir/ele2local.out -time -ele 2 localForce
recorder Element -file dataDir/ele2local.out -time -ele 2 globalForce
recorder Element -file ele1trusslocal.out -time -ele 1 localForce
recorder display push 10 10 500 500 #? it has got problem #
prp 4.0 6.0
vup 0 1 0
display 1 5 200
recorder plot node6.out push 525 10 400 400 -column 2 1;


puts "ok 12"
##################################################### analysis ##########318# pushover

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100 3
algorithm Newton
integrator DisplacementControl 3 1 0.1 ### in baray push hast#integrator DisplacementControl $nodeTag $dofTag $dU1(meghdar taghir makani ke bayad bedahim 20cm ast- 200*0.0001=20cm) <$Jd $minDu $maxDu>
analysis Static
analyze 100

puts "ok 13"
################################################

[pinash]

may be
do not use rigid Diaphragm in 2d model
it works in 3d model
use equalldof for Rigid Diaphragm
: equalDOF 10 20 1:
why you use ridid link?

[orodzarrin]

I modeled 2D. I tried to use Ridig Diaphram and equalDOF 10 20 1
but it doesn't work.

[orodzarrin]

could you run all of the above codes by yourself and check the problem please?
I need ur help.

[pinash]

first
add ; in your Description text
reform

rigidLink beam 4 5; # connect node 3 to node 4 via a rigid link-beam #

use ; # befor your Description text

if didnt correct then:
delete text:
puts "ok 4"
########################## rigid link beam ################
rigidLink beam 4 5 # connect node 3 to node 4 via a rigid link-beam #
rigidLink beam 4 6
rigidLink beam 7 8
rigidLink beam 7 9
rigidLink beam 10 11
rigidLink beam 10 12

then reform
########################## rigid Diaphragm ################
equalDOF 4 6 1; # Rigid Diaphragm; Forces the horizontal displacement of column nodes to be equal
equalDOF 7 9 1
equalDOF 10 12 1

[brag006]

There are many mistakes in your code. You need to make the following changes:
1. Commenting: In many places your commenting is being treated as code by the interperter. Please read on how to comment in tcl. Also use notepad++ it will help you with writing your code.
2. EqualDof: in this command you are calling many nodes that you haven't even created. I don't quite understand what you are doing there. I assume you are trying to constraint all the floor nodes? if so here is the code you should use:

equalDOF 4 5 1 2
equalDOF 4 6 1 2
equalDOF 7 8 1 2
equalDOF 7 9 1 2
equalDOF 10 11 1 2
equalDOF 10 12 1 2

3. If you are using equalDOF why are you also using rigidLink? Use one or the other not both
4. the first line is usually: model BasicBuilder -ndm 2 -ndf 3
5. Recorders. You need to review how to define recorders a few of them are incorrect. I have commented out the ones causing problems

So use the code below and it should run but I am not sure about the quality of the results:

---------------------------------------------------------------------------------------------------------------------

# ######################## Model Class ########################
wipe

set GMdir "GMfiles"; # ground-motion file directory
source LibUnits.tcl; # define basic and system units




# ######################## Dimansion ######################
# model basic -ndm 2 -ndf 3
model BasicBuilder -ndm 2 -ndf 3;

puts "ok 1"
# ####################### Nodes #######################
node 1 0.0 0.0
node 2 5.0 0.0
node 3 9.0 0.0
node 4 0.0 3.0
node 5 5.0 3.0
node 6 9.0 3.0
node 7 0.0 6.0
node 8 5.0 6.0
node 9 9.0 6.0
node 10 0.0 9.0
node 11 5.0 9.0
node 12 9.0 9.0

puts "ok 2"
# ######################### Support ########################
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1

puts "ok 3"
# ######################### EqualDof #######################1 2 mafsal mikonad#
equalDOF 4 5 1 2
equalDOF 4 6 1 2
equalDOF 7 8 1 2
equalDOF 7 9 1 2
equalDOF 10 11 1 2
equalDOF 10 12 1 2


puts "ok 5"
# ######################### Material ##fy=235359.605##E=200100000##b=0.02##
uniaxialMaterial Steel01 1 24 2 0.02

puts "ok 6"
# ######################### section #########################aval (y) bad (z) #
section Fiber 1 {
patch quad 1 5 4 0.05 -0.05 0.05 0.05 0.06 0.05 0.06 -0.05
patch quad 1 3 10 -0.05 -0.005 -0.05 0.005 0.05 0.005 0.05 -0.005
patch quad 1 5 4 -0.06 -0.05 -0.06 0.05 -0.05 0.05 -0.05 -0.05
}

puts "ok 7"
#

# ################################# Column 1 ## Beam 2 #
geomTransf PDelta 1
geomTransf Linear 2

puts "ok 8"

puts "ok 9"
# ############################################# Nonlinear Beam - column Element ######

element nonlinearBeamColumn 1 1 4 5 1 1
element nonlinearBeamColumn 2 2 5 5 1 1
element nonlinearBeamColumn 3 3 6 5 1 1
element nonlinearBeamColumn 4 4 5 5 1 2
element nonlinearBeamColumn 5 5 6 5 1 2
element nonlinearBeamColumn 6 4 7 5 1 1
element nonlinearBeamColumn 7 5 8 5 1 1
element nonlinearBeamColumn 8 6 9 5 1 1
element nonlinearBeamColumn 9 7 8 5 1 2
element nonlinearBeamColumn 10 8 9 5 1 2
element nonlinearBeamColumn 11 7 10 5 1 1
element nonlinearBeamColumn 12 8 11 5 1 1
element nonlinearBeamColumn 13 9 12 5 1 1
element nonlinearBeamColumn 14 10 11 5 1 2
element nonlinearBeamColumn 15 11 12 5 1 2

puts "ok 10"
# ####################### Path time series ##### baray moshakhas kardan bare zelzele#######292#


pattern Plain 1 Linear { ; # define LoadPattern 1. impose load in a linear manner
load 5 100.0 0.0 20.0; # apply force and moment at node 5
}

puts "ok 11"
# ############################################### Record #############303#
recorder Node -file NodeDis5.out -time -node 5 -dof 1 disp
# recorder Node -file Node6.out -time -node 6 -dof 1 "eigen 1"
recorder Node -file RNode.out -time -node 1 2 -dof 1 reaction
# recorder Drift -file drift.out -time -inode 3 4 -jnode 5 6 -dof 1 perpDrin 2
recorder Element -file ele2local.out -time -ele 2 localForce
recorder Element -file ele2local.out -time -ele 2 globalForce
recorder Element -file ele1trusslocal.out -time -ele 1 localForce


puts "ok 12"
# #################################################### analysis ##########318# pushover

constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100 3
algorithm Newton
integrator DisplacementControl 5 1 0.1
analysis Static
analyze 100

puts "ok 13"
wipe

----------------------------------------------------------------------------------------------------------------------------------

[orodzarrin]

thank you very much.it works

[shariat]

I have a problem about analyze my model. i can not find out how to correct it.
pleas help me.
WARNING SuperLU::solve<void>- Error 1 returned in factorization dgstrf<>
WRANING NewtonRaphson::solve CurrentStep<> -the LinearSysOfEqn failed in solve<>
StaticAnalysis::analyze<> -the Algorithm failed at iteration: 0 with domain at
load factor 1
OpenSees > analyze failed, returned: -3 flag