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the write command ? i cant find it - how it works ? it crashes when interprets the write command :s
is htere write command in tcl ? what about puts ?

in more detail
i have created two files
one is pload.out ( they contain one column ( with 50 elements each) and the ather is uload.out- what i am trying unsuccesfully to do is ,to make a new file where i ll have calculated the k value where k= (p2-p1)/(u2-u1) - that means that i want to read the file one time starting from the first line and the other starting form the second- io tried lindex and foreach line but i cant find a way to read it from the second line - it always start from the firs - can you post a little script to do the job ?
it may be very simple but i am a new tcl user - and even this little thing seems to be very difficult

thank you very much

thank you very much but the problem remains to make the substraction between the elements of two subsequent lines

there is something not so relevant with the topic i opend buti would appreciate if you could help me with opening reading and writting values into a file.

i have a file with two columns ( lets say p and u)
after an analysis

i want to open the file read the values from the first line to the end
and if 1 and 2 are the first two lines i want to calculate the p2-p1/k2-k1 quantity wich will be written in a new file (of course for all lines )

thanks in advance
ng

is it able for the nodes of a model to be shown using vees? because i have my full model and deformations but not the no's of elements and nodes

is it my error or is not supported by vees

thanks

! oh yes!
i 'll try with vees

source units_vp.tcl
source Wsection.tcl
source DisplayModel3D.tcl
source DisplayPlane.tcl

wipe; # clear opensees model
model basic -ndm 2 -ndf 3; # 2D, 3 DOFs per node
file mkdir Results1; # create data directory

set LCol [expr 3.5*$m]; #cantilever height
set span [expr 6.0*$m]; #span

# nodal coordinates:
node 1 0 0; # node#, X Y
node 2 0 [expr $LCol]
node 3 [expr $span] [expr $LCol]
node 4 [expr $span] 0

# Single point constraints -- Boundary Conditions
fix 1 1 1 1 ; # node DX DY RZ, fix Node 1
fix 4 1 1 1 ; # node DX DY RZ, fix Node 1

#+++++++++++++++++++++++++++++++++++++++++++++++++

mass 2 0.0946 0.0946 0.000001
mass 3 0.0946 0.0946 0.000001
#+sections definitions
set d1 0.2400 ;
set bf1 0.2400 ;
set tf1 0.0170 ;
set tw1 0.0100 ;

set d5 0.1800 ;
set bf5 0.0910 ;
set tf5 0.0080 ;
set tw5 0.0053 ;

set J1 0.107000E-05 ;
set J5 0.614000E-06 ;

set nfdw 16 ; # number of fibers along dw
set nftw 2 ; # number of fibers along tw
set nfbf 16 ; # number of fibers along bf
set nftf 4 ; # number of fibers along tf



set Col1SecTagFiber 1; # assign a tag number to the column section tag
set BeamSecTagFiber 2;
set ColMatTag 3 ;# assign a tag number to the column material
set SecTagTorsion1 4
set SecTagTorsion5 5
set Col1SecTag 6
set BeamSecTag 7

set Emodulus [expr 200*$GPa]
set sigma_y [expr 400*$MPa]
set bhard 0.0001 ;# strain-hardening ratio (ratio between post-yield tangent and initial elastic tangent)
set nu 0.3
set Gs [expr $Emodulus/2./[expr 1+$nu]];


set Hiso 0
set Hkin 1000
set matIDhard 1

uniaxialMaterial Hardening $matIDhard $Emodulus $sigma_y $Hiso $Hkin




# ELEMENT properties
# Structural-Steel W-section properties
# column sections:col1 HEB180
Wsection $Col1SecTagFiber $matIDhard $d1 $tw1 $bf1 $tf1 $nfdw $nftw $nfbf $nftf
# beam sections: BEAM X IPE 300 ( BEAM )
Wsection $BeamSecTagFiber $matIDhard $d5 $tw5 $bf5 $tf5 $nfdw $nftw $nfbf $nftf

# set real torsional stiffness
set JK1 [expr $Gs*$J1]
set JK5 [expr $Gs*$J5]


# assign torsional Stiffness for 3D Model EACH SECTION HAS EACH OWN TORSIONAL STIFFNESS
uniaxialMaterial Elastic $SecTagTorsion1 $JK1
uniaxialMaterial Elastic $SecTagTorsion5 $JK5


section Aggregator $Col1SecTag $SecTagTorsion1 T -section $Col1SecTagFiber

section Aggregator $BeamSecTag $SecTagTorsion5 T -section $BeamSecTagFiber

set numfib 10; # number of fibers for concrete in z-direction






# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set ColTransfTag 1; # associate a tag to column transformation
geomTransf Linear $ColTransfTag;

set numIntgrPts 10; # number of integration points for force-based element
element nonlinearBeamColumn 1 1 2 $numIntgrPts $Col1SecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 2 2 3 $numIntgrPts $BeamSecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $ColTransfTag; # self-explanatory when using variables

source getperiod.tcl
procGetTperiod 2 on

# Define DISPLAY -------------------------------------------------------------
set xPixels 1024; # height of graphical window in pixels
set yPixels 768; # height of graphical window in pixels
set xLoc1 0; # horizontal location of graphical window (0=upper left-most corner)
set yLoc1 10; # vertical location of graphical window (0=upper left-most corner)
set dAmp 2; # scaling factor for viewing deformed shape, it depends on the dimensions of the model
#DisplayModel3D NodeNumbers $dAmp $xLoc1 $yLoc1 $xPixels $yPixels
DisplayModel3D nill $dAmp $xLoc1 $yLoc1 $xPixels $yPixels


# Define RECORDERS -------------------------------------------------------------
recorder Node -file Results1/DFree.txt -time -node 2 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file Results1/DBase.txt -time -node 1 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file Results1/RBase.txt -time -node 1 -dof 1 2 3 reaction; # support reaction
recorder Drift -file Results1/Drift.txt -time -iNode 1 -jNode 2 -dof 1 -perpDirn 2 ; # lateral drift
recorder Element -file Results1/FCol.txt -time -ele 2 globalForce; # element forces -- column
recorder Element -file Results1/ForceColSec1.txt -time -ele 1 section 1 force; # Column section forces, axial and moment, node i
recorder Element -file Results1/DefoColSec1.txt -time -ele 1 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file Results1/ForceColSec$numIntgrPts.txt -time -ele 1 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file Results1/DefoColSec$numIntgrPts.txt -time -ele 1 section $numIntgrPts deformation; # section deformations, axial and curvature, node j


recorder Element -file Results1/sec01ss.out -time -ele 2 section 1 fiber [expr -$tw1] 0.0 stressStrain
recorder Element -file Results1/sec01s1.out -time -ele 2 section 1 fiber [expr -$tw1] [expr $d1/10] stressStrain
recorder Element -file Results1/sec10ss.out -time -ele 2 section 10 fiber [expr -$tw1] 0.0 stressStrain
recorder Element -file Results1/sec10s1.out -time -ele 2 section 10 fiber [expr -$tw1] [expr $d1/10] stressStrain



# STATIC PUSHOVER ANALYSIS --------------------------------------------------------------------------------------------------
#
# we need to set up parameters that are particular to the model.
set IDctrlNode 2; # node where displacement is read for displacement control
set IDctrlDOF 1; # degree of freedom of displacement read for displacement contro
set Dmax 0.40; # maximum displacement of pushover.
set Dincr [expr 0.01]; # displacement increment for pushover. you want this to be very small, but not too small to slow down the analysis

# create load pattern for lateral pushover load
set Hload 1.0 ; # define the lateral load as a proportion of the weight so that the pseudo time equals the lateral-load coefficient when using linear load pattern
pattern Plain 200 Linear {; # define load pattern -- generalized
load 2 $Hload 0.0 0.0 0.0 0.0 0.0; # define lateral load in static lateral analysis
}

constraints Plain;
numberer Plain
system BandGeneral
set Tol 1.e-8; # Convergence Test: tolerance
set maxNumIter 6; # Convergence Test: maximum number of iterations that will be performed before "failure to converge" is returned
set printFlag 0; # Convergence Test: flag used to print information on convergence (optional) # 1: print information on each step;
set TestType EnergyIncr ; # Convergence-test type
test $TestType $Tol $maxNumIter $printFlag;
set algorithmType Newton
algorithm $algorithmType;
integrator DisplacementControl $IDctrlNode $IDctrlDOF $Dincr
analysis Static

# --------------------------------- perform Static Pushover Analysis
set Nsteps [expr int($Dmax/$Dincr)]; # number of pushover analysis steps
set ok [analyze $Nsteps]; # this will return zero if no convergence problems were encountered

# ---------------------------------- in case of convergence problems
if {$ok != 0} {
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
set ok 0;
set controlDisp 0.0; # start from zero
set D0 0.0; # start from zero
set Dstep [expr ($controlDisp-$D0)/($Dmax-$D0)]
while {$Dstep < 1.0 && $ok == 0} {
set controlDisp [nodeDisp $IDctrlNode $IDctrlDOF ]
set Dstep [expr ($controlDisp-$D0)/($Dmax-$D0)]
set ok [analyze 1 ]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 2000 0
algorithm Newton -initial
set ok [analyze 1 ]
test $TestType $Tol $maxNumIter 0
algorithm $algorithmType
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 ]
algorithm $algorithmType
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 ]
algorithm $algorithmType
}
}
}; # end if ok !0

puts "DonePushover"



i am using the 1.7.5version

silvia i would like to ask about stress strain recorder- it depends only on the kind of material law that has been used ?

for instance if we use a steel01 material the results in stress strain recorder will be pure tension or compression stress ??

morever what about K stiffness recorder on section level ? what is it all about

is there any way or any script to have the results for all the fibers with one command ?

thank you in advance
nikolas

yes i pasted exactly in the way you describe to call it

hello and happy new year
i placed the proc after the modelbuild and nothing happend just like there was not there

i am reffering to the Example 2. 2D cantilever column, dynamic eq ground motion

may you help me
thanks a lot

Hello i would be glad to know that someone of you has tested and find a routine that calculates the effective period of a yielding structure, for example under a NSP ( nonlinear static proc.described by FEMA).

is there any preparation for the opensees to take advantage of the dual core power ? in this time opensees is running only in one CPU unit ( dual power processing would make the things muuuuuch better)

thanks

well i have tried to use

section Bidirectional $matTag $Es $Fy $Hiso $Hkin
element zeroLengthSection 100 1 2 10

and i have earthquakes at two directions . unfortunately the results using

recorder Element -file force100el.out -time -ele 100 force
recorder Element -file deformation100.out -time -ele 100 deformation

i do not get results in the Z direction but only in the X direction .


Silvia we have discussed by mail , but searching the forum i saw the questions of ccrvcctv and i posted my question here.

cctvcctv if you have made it to use the bidirectional section correctly to model the hysteretic isolator please send me your information at ngeorgal@gmail.com

ok silvia i send a zip file containing two versions of the file . The second one is the case using the mass command , but i failed again.

i am waiting for your valuable answer.

Thanks in advance
NG

yes i have already done this silvia , but i think there is problem with nonlinear beam column element and mass density option !

please if you have an example with element definition ( mass density embedded) please send me or write down where can i find it .

NG

yes i know this option and i have visualizes the eigenmodes . i think that the eleload command has a problem , do you have any examples where a lumped mass matrix is formed by this way ?( eleload)

i still take the first mode rotational