The OpenSees Community

Thanks selimgunay. I mean the latter one. Can you give me a simple example scripts?

I'm trying to record 'various' relative displacements using many time histories at once like absolute ones (timeSeries Path command)

Thanks Guys
I'm trying to do dynamic analysis for 2nd D.O.F simple lumped massed model
and I want to put various seismic force (time history) at once and get relative disp at once.
I know that we can get them for absolute results using 'timeSeries Path' command, but I'm not sure there is way to get the relative results.
Here's some of my scripts

# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
set G 9800
timeSeries Path 1 -dt 0.005 -filePath reg1.tcl -factor 9800;
timeSeries Path 2 -dt 0.005 -filePath reg2.tcl - factor 9800;
timeSeries Path 3 -dt 0.005 -filePath reg3.tcl -factor 9800;
timeSeries Path 4 -dt 0.005 -filePath reg4.tcl - factor 9800;
pattern UniformExcitation 1 1 -accel 1;


# Define RECORDERS -------------------------------------------------------------

recorder Node -file MODE/M2.out -time -node 2 -dof 1 disp; #relative (I want it for Path 1,2,3 and 4 at once like absolute)

recorder Node -file MODE/M3.out -timeSeries 1 -time -node 2 -dof 1 accel; #absoulte
recorder Node -file MODE/M4.out -timeSeries 2 -time -node 3 -dof 1 accel;
recorder Node -file MODE/M5.out -timeSeries 3 -time -node 2 -dof 1 accel;

Yeah selimgunay. I knew about that.
But I want to get multiple results at once like tag 1001 , 1002, 1003 ..

Hi Guys

I know that I can make multiple absolute disp or acc. using 'timeSeries Path'

like

recorder Node -file MODE/M1.out -timeSeries 1001 -time -node 2 -dof 1 disp;
recorder Node -file MODE/M2.out -timeSeries 1002 -time -node 2 -dof 1 disp;
recorder Node -file MODE/M3.out -timeSeries 1003 -time -node 2 -dof 1 disp;

but I don't know how to make it for relative disp. results.

It has only

recorder Node -file nodesA.out -time -node 1 2 3 4 -dof 1 2 disp;

Is there any command ?

Hi Guys I have a problem for multiple simultaneous analysis.
I want to change damping ratio (for now 0.05) for 2nd floor lumped massed stick model.
But it's annoying that I have to change damping ratio on script each time.
So I need to know how to get each results at one go. (different result file)
Is there any command like 'array' or someting? [0.01 0.02 0.03 ..... 0.09]
Here is my script below

--------------------------------------------------------------------------------------------------------------
source Model.tcl

timeSeries Path 1001 -dt 0.02 -filePath Input.tcl -factor 1;
pattern UniformExcitation 1 1 -accel 1;

set xDamp 0.05; # damping ratio
set MpropSwitch 1.0;
set KcurrSwitch 0.0;
set KcommSwitch 1.0;
set KinitSwitch 0.0;
set nEigenI 1; # mode 1
set nEigenJ 2; # mode 2
set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
set omegaI [expr pow($lambdaI,0.5)];
set omegaJ [expr pow($lambdaJ,0.5)];
set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)]; # M-prop. damping; D = alphaM*M
set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # current-K; +beatKcurr*KCurrent
set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # last-committed K; +betaKcomm*KlastCommitt
set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # initial-K; +beatKinit*Kini
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping


recorder Node -file MODE/TAb.out -timeSeries 1001 -time -node 3 -dof 1 accel; # acceleration of support nodes
recorder Node -file MODE/MAb.out -timeSeries 1001 -time -node 2 -dof 1 accel;

wipeAnalysis; # clear previously-define analysis parameters
constraints Transformation; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system ProfileSPD; # how to store and solve the system of equations in the analysis
test EnergyIncr 1.0e-10 100 0;
algorithm Newton; # use Linear algorithm for linear analysis
integrator Newmark 0.5 0.25; # determine the next time step for an analysis
analysis Transient; # define type of analysis: time-dependent
analyze 2048 0.02;
puts "YES!"
--------------------------------------------------------------------------------------------------------------------------

Thanks Bros

Hi guys.

I'm wondering differences between '-time' and '-timeSeries' command at 'recorder Node' command

because I'm trying to do dynamic analysis for Lumped Massed Stick Model (2nd floor)

and I want to compare each absolute accelerations and displacements results between SAP2000 and Opensees node on top.

But there're some difference acceleration and displacement in 2nd mode.

What's wrong with it? T.T

Here's my scripts

# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
set G 9800
timeSeries Path 1 -dt 0.005 -filePath RSN175.tcl -factor 1; # define acceleration vector from file (dt=0.005 is associated with the input file gm)
timeSeries Path 1001 -dt 0.005 -filePath RSN175.tcl -factor 1;
pattern UniformExcitation 1 1 -accel 1; # define where and how (pattern tag, dof) acceleration is applied

recorder Node -file MODE/AFree.out -time -node 3 -dof 1 2 3 accel; # acceleration of free nodes
recorder Node -file MODE/DFree.out -time -node 3 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file MODE/AFreeAb.out -timeSeries 1001 -time -node 3 -dof 1 accel; # acceleration of support nodes
recorder Node -file MODE/DFreeAb.out -timeSeries 1001 -time -node 3 -dof 1 disp;

# Unit (N,mm),2nd flr building

set m 0.67

set A 40000
set I 13333.33e+4
set E 25000

set L 3500

model BasicBuilder -ndm 2 -ndf 3

node 1 0.0 0.0;
node 2 0.0 $L;
node 3 0.0 [expr 2*$L];

fix 1 1 1 1;
fix 2 0 0 0;
fix 3 0 0 0;

mass 2 $m $m 0
mass 3 $m $m 0

set TransfTag 1
geomTransf Linear $TransfTag

element elasticBeamColumn 1 1 2 $A $E $I $TransfTag
element elasticBeamColumn 2 2 3 $A $E $I $TransfTag

#LOAD MODEL
source 0604.tcl

#input
set numModes 2
file mkdir MODE;

#record eigenvectors
for { set k 1 } { $k <= $numModes } { incr k } {
recorder Node -file [format "modes/mode%i.out" $k] -nodeRange 1 3 -dof 1 2 3 "eigen $k"

}

#perform eigen analysis
set lambda [eigen $numModes];

# calculate frequencies and periods of the structure
set omega {}
set f {}
set T {}
set pi 3.141593

foreach lam $lambda {
lappend omega [expr sqrt($lam)]
lappend f [expr sqrt($lam)/(2*$pi)]
lappend T [expr (2*$pi)/sqrt($lam)]
}

puts "You Made it!"
puts "periods are $T"
puts "frequencies are $f"

#write the output file cosisting of periods
set period "MODE/Periods.txt"
set Periods [open $period "w"]
foreach t $T {
puts $Periods " $t"
}
close $Periods


# Run a one step gravity load with no loading (to record eigenvectors)
#-----------------------------------------------------------------------
integrator LoadControl 0 1 0 0


# Convergence test
# tolerance maxIter displayCode
test EnergyIncr 1.0e-10 100 0

# Solution algorithm
algorithm Newton

# DOF numberer
numberer RCM

# Constraint handler
constraints Transformation


# System of equations solver
system ProfileSPD

analysis Static
set res [analyze 1]
if {$res < 0} {
puts "Modal analysis failed"
}

# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
set G 9800
timeSeries Path 1 -dt 0.005 -filePath RSN175.tcl -factor 1; # define acceleration vector from file (dt=0.005 is associated with the input file gm)
timeSeries Path 1001 -dt 0.005 -filePath RSN175.tcl -factor 1;
pattern UniformExcitation 1 1 -accel 1; # define where and how (pattern tag, dof) acceleration is applied

# set damping based on first eigen mode
set freq [expr [eigen -fullGenLapack 1]**0.5]
set dampRatio 0.05
rayleigh 0. 0. 0. [expr 2*$dampRatio/$freq]

# Define RECORDERS -------------------------------------------------------------
recorder Node -file MODE/DFree.out -time -node 3 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file MODE/AFree.out -time -node 3 -dof 1 2 3 accel; # acceleration of free nodes
recorder Node -file MODE/AFreeAb.out -timeSeries 1001 -time -node 3 -dof 1 accel; # acceleration of free nodes (Absol.)
recorder Node -file MODE/DFreeAb.out -timeSeries 1001 -time -node 3 -dof 1 disp; # displacement of free nodes (Absol.)




wipeAnalysis; # clear previously-define analysis parameters
constraints Plain; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral; # how to store and solve the system of equations in the analysis
algorithm Linear # use Linear algorithm for linear analysis
integrator Newmark 0.5 0.25 ; # determine the next time step for an analysis
analysis Transient; # define type of analysis: time-dependent
analyze 7814 0.005; # apply 7814 0.005-sec time steps in analysis

puts "YES!"

-----------------------------------------------------------------------------
And I want to know differences between "-time" and "-timeSeries" in "recorder Node".
Is it just the difference between relative and absolute ?

Thank you fmk !! It is a Big honour!!

Hi guy~
I'm trying to do modal analysis for 2nd floor lumped massed stick model on ndf-3 .
And I want to compare each results between SAP2000 and Opensees.
Here's my model below.

O Node 3
I
I
I
O Node 2
I
I
I
I
ㅡㅡㅡ Node 1

I fixed all of Node 1
and I fixed node 2 and 3 only Rz because the model doesn't allow rotational deformation.
and tried again with free node 2 and 3.
But results were different.
SAP2000 doesn't have difference between does restraints
But Opensees model has difference between them.

So do you guys know about fix command $node $Dx $Dy $Rz means?

Thanks selimgunay
Should I make timesSeries before?
Cuz I got error " TimeSeries *getTimeSeries(int tag) - none found with tag: 1 "

Hi Guys I'm trying to time history analysis for a single D.O.F column.
But I know that those results are "Relative" things. I want to get "Absolute" displacements and accelerations.
but I don't know what's wrong.
Here is my script below.


# Define RECORDERS -------------------------------------------------------------

recorder Node -file MODE/DFree.out -time -node 2 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file MODE/DBase.out -time -node 1 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file MODE/AFree.out -time -node 2 -dof 1 2 3 accel; # acceleration of free nodes
recorder Node -file MODE/ABase.out -time -node 1 -dof 1 accel; # acceleration of support nodes


# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
set G 9800
timeSeries Path 1 -dt 0.02 -filePath elcen.tcl -factor 1; # define acceleration vector from file (dt=0.005 is associated with the input file gm)
pattern UniformExcitation 1 1 -accel 1; # define where and how (pattern tag, dof) acceleration is applied

# set damping based on first eigen mode
set freq [expr [eigen -fullGenLapack 1]**0.5]
set dampRatio 0.05
rayleigh 0. 0. 0. [expr 2*$dampRatio/$freq]

wipeAnalysis; # clear previously-define analysis parameters
constraints Plain; # how it handles boundary conditions
numberer Plain; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral; # how to store and solve the system of equations in the analysis
algorithm Linear # use Linear algorithm for linear analysis
integrator Newmark 0.5 0.25 ; # determine the next time step for an analysis
analysis Transient; # define type of analysis: time-dependent
analyze 1559 0.02; # apply 3995 0.01-sec time steps in analysis

puts "YES!"

---------------------------------------------------------------------end---------------------------------------------------------
Thank you for your help!

Thanks a lot Diegotal !! I'll try the example !

Hi Guys. I have some questions!

I'm wondering if I can write tcl scripts on Matlab.

and if I can use some Matlab commands for Opensees analysis

Have a nice day and Stay your home or lab.

Ok Thanks!

Hey I just solved it.
For my one, I incorrectly set number of modes (2). because my model is just single dof column model.
I modified [set numModes 2] -> [set numModes 1] and it worked!