Time History Analysis

Forum for OpenSees users to post questions, comments, etc. on the use of the OpenSees interpreter, OpenSees.exe

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fmk
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Posts: 5866
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Re: Time History Analysis

Post by fmk » Sun Jun 30, 2013 12:40 pm

as the 1.9e49m is a ridiculous answer .. why would you even consider it to be a valid estimate??

civil
Posts: 54
Joined: Sat May 25, 2013 3:44 am

Re: Time History Analysis

Post by civil » Sun Jun 30, 2013 10:12 pm

yes. you are right. I know it is a ridiculous answer. what the problem should be? and why these occurs? what should i do?

fmk
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Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
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Re: Time History Analysis

Post by fmk » Mon Jul 01, 2013 9:40 pm

you have a problem in the analysis possibly because your convergence check is too lax.

punitbarwani
Posts: 19
Joined: Tue Aug 06, 2013 10:48 pm
Location: Indore, India

Comparision Of Opensees And IDARC

Post by punitbarwani » Wed Aug 07, 2013 12:26 am

# --------------------------------------------------------------------------------------------------
# Example4. 2D Portal Frame-- Dynamic EQ input analysis
#
# execute this file after you have built the model, and after you apply gravity
#

# Uniform Earthquake ground motion (uniform acceleration input at all support nodes)
set GMdirection 1; # ground-motion direction
set GMfile "H-E12140" ; # ground-motion filenames
set GMfact 0.005; # ground-motion scaling factor

# set up ground-motion-analysis parameters
set DtAnalysis [expr 1.0*$sec]; # time-step Dt for lateral analysis
set TmaxAnalysis [expr 40.0*$sec]; # maximum duration of ground-motion analysis -- should be 50*$sec

# ----------- set up analysis parameters
source LibAnalysisDynamicParameters.tcl; # constraintsHandler,DOFnumberer,system-ofequations,convergenceTest,solutionAlgorithm,integrator

# define DAMPING--------------------------------------------------------------------------------------
# apply Rayleigh DAMPING from $xDamp
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
set xDamp 0.05; # 2% damping ratio
set lambda [eigen 1]; # eigenvalue mode 1
set omega [expr pow($lambda,0.5)];
set alphaM 0.; # M-prop. damping; D = alphaM*M
set betaKcurr 0.; # K-proportional damping; +beatKcurr*KCurrent
set betaKcomm [expr 2.*$xDamp/($omega)]; # K-prop. damping parameter; +betaKcomm*KlastCommitt
set betaKinit 0.; # initial-stiffness proportional damping +beatKinit*Kini
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping

# --------------------------------- perform Dynamic Ground-Motion Analysis
# the following commands are unique to the Uniform Earthquake excitation
set IDloadTag 400; # for uniformSupport excitation
# read a PEER strong motion database file, extracts dt from the header and converts the file
# to the format OpenSees expects for Uniform/multiple-support ground motions
source ReadSMDFile.tcl; # read in procedure Multinition
# Uniform EXCITATION: acceleration input
set inFile $GMdir/$GMfile.at2
set outFile $GMdir/$GMfile.g3; # set variable holding new filename (PEER files have .at2/dt2 extension)
ReadSMDFile $inFile $outFile dt; # call procedure to convert the ground-motion file
set GMfatt [expr $g*$GMfact]; # data in input file is in g Unifts -- ACCELERATION TH
set AccelSeries "Series -dt $dt -filePath $outFile -factor $GMfatt"; # time series information
pattern UniformExcitation $IDloadTag $GMdirection -accel $AccelSeries ; # create Unifform excitation

set Nsteps [expr int($TmaxAnalysis/$DtAnalysis)];
set ok [analyze $Nsteps $DtAnalysis]; # actually perform analysis; returns ok=0 if analysis was successful

if {$ok != 0} { ; # analysis was not successful.
# --------------------------------------------------------------------------------------------------
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
# Time-controlled analysis
set ok 0;
set controlTime [getTime];
while {$controlTime < $TmaxAnalysis && $ok == 0} {
set controlTime [getTime]
set ok [analyze 1 $DtAnalysis]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 1000 0
algorithm Newton -initial
set ok [analyze 1 $DtAnalysis]
test $testTypeDynamic $TolDynamic $maxNumIterDynamic 0
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmTypeDynamic
}
}
}; # end if ok !0


puts "Ground Motion Done. End Time: [getTime]"
##############################################################################



file 2:-
--------------------------------------------------------------------------------------------------
# Example4. 2D Portal Frame-- Build Model
# nonlinearBeamColumn element, inelastic fiber section
#
#
# ^Y
# |
# 3____________(3)___________4 __
# | | |
# | | |
# | | |
# (1) (2) LCol
# | | |
# | | |
# | | |
# =1= =2= _|_ -------->X
# |----------LBeam-----------|
#

# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
set dataDir Data; # set up name of data directory
file mkdir $dataDir; # create data directory
set GMdir "GMfiles"; # ground-motion file directory
source LibUnits.tcl; # define basic and system units

# define GEOMETRY -------------------------------------------------------------
set LCol [expr 6000*$mm]; # column length
set LBeam [expr 6000*$mm]; # beam length
set Weight [expr 5*$N/$mm]; # superstructure weight
# define section geometry
set HCol [expr 400.*$mm]; # Column Depth
set BCol [expr 400.*$mm]; # Column Width
set HBeam [expr 500.*$mm]; # Beam Depth
set BBeam [expr 300.*$mm]; # Beam Width

# calculated parameters
set PCol [expr $Weight]; # nodal dead-load weight per column
set Mass [expr $PCol/$g]; # nodal mass
set MCol [expr 1./12.*($Weight/$LBeam)*pow($LBeam,2)]; # beam-end moment due to distributed load.
# calculated geometry parameters
set ACol [expr $BCol*$HCol]; # cross-sectional area
set ABeam [expr $BBeam*$HBeam];
set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; # Column moment of inertia
set IzBeam [expr 1./12.*$BBeam*pow($HBeam,3)]; # Beam moment of inertia

# nodal coordinates:
node 1 0 0; # node#, X, Y
node 2 $LBeam 0
node 3 0 $LCol
node 4 $LBeam $LCol

# Single point constraints -- Boundary Conditions
fix 1 1 1 0; # node DX DY RZ
fix 2 1 1 0; # node DX DY RZ
#fix 3 0 0 1
#fix 4 0 0 1

# nodal masses:
mass 3 $Mass 0. 0.; # node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
mass 4 $Mass 0. 0.

# Define ELEMENTS & SECTIONS -------------------------------------------------------------
set ColSecTag 1; # assign a tag number to the column section
set BeamSecTag 2; # assign a tag number to the beam section
# define section geometry
set coverCol [expr 40.*$mm]; # Column cover to reinforcing steel NA.
set numBarsCol 4; # number of longitudinal-reinforcement bars in each side of column section. (symmetric top & bot)
set barAreaCol [expr 1256*$mm*$mm]; # area of longitudinal-reinforcement bars
#set coverBeam [expr 40.*$mm]; # Column cover to reinforcing steel NA.
#set numBarsBeam 8; # number of longitudinal-reinforcement bars in each side of column section. (symmetric top & bot)
#set barAreaBeam [expr 2512*$mm*$mm]; # area of longitudinal-reinforcement bars

# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDreinf 2; # material ID tag -- reinforcement
# nominal concrete compressive strength
set fc [expr -25*$MPa]; # CONCRETE Compressive Strength, ksi (+Tension, -Compression)
set Ec [expr 5700*$MPa*sqrt(-$fc)]; # Concrete Elastic Modulus
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.05; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# -----------
set Fy [expr 415*$MPa]; # STEEL yield stress
set Es [expr 200000.*$MPa]; # modulus of steel
set Bs 0.01; # strain-hardening ratio
set R0 18; # control the transition from elastic to plastic branches
set cR1 0.925; # control the transition from elastic to plastic branches
set cR2 0.15; # control the transition from elastic to plastic branches
uniaxialMaterial Concrete02 $IDconcU $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
uniaxialMaterial Steel02 $IDreinf $Fy $Es $Bs $R0 $cR1 $cR2; # build reinforcement material

# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- cover
# | | |
# | | |
# z <--- | + | H
# | | |
# | | |
# | o o o | | -- cover
# --------------------- -- --
# |-------- B --------|
#
# RC section:
set coverY [expr $HCol/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ [expr $BCol/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY [expr $coverY-$coverCol]
set coreZ [expr $coverZ-$coverCol]
set nfY 16; # number of fibers for concrete in y-direction
set nfZ 16; # number of fibers for concrete in z-direction
section fiberSec $ColSecTag {; # Define the fiber section
patch quadr $IDconcU $nfZ $nfY -$coverY $coverZ -$coverY -$coverZ $coverY -$coverZ $coverY $coverZ; # Define the concrete patch
layer straight $IDreinf $numBarsCol $barAreaCol -$coreY $coreZ -$coreY -$coreZ; # top layer reinfocement
layer straight $IDreinf $numBarsCol $barAreaCol $coreY $coreZ $coreY -$coreZ; # bottom layer reinforcement
}; # end of fibersection definition

# BEAM section:
section Elastic $BeamSecTag $Ec $ABeam $IzBeam; # elastic beam section

# 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
set BeamTransfTag 2; # associate a tag to beam transformation (good practice to keep col and beam separate)
set ColTransfType Linear ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $ColTransfTag ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $BeamTransfTag ;

# element connectivity:
set numIntgrPts 5; # number of integration points for force-based element
element nonlinearBeamColumn 1 1 3 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables
element nonlinearBeamColumn 2 2 4 $numIntgrPts $ColSecTag $ColTransfTag;
element nonlinearBeamColumn 3 3 4 $numIntgrPts $BeamSecTag $BeamTransfTag;

# Define RECORDERS -------------------------------------------------------------
recorder Node -file $dataDir/DFree.out -time -node 3 4 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file $dataDir/DBase.out -time -node 1 2 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file $dataDir/RBase.out -time -node 1 2 -dof 1 2 3 reaction; # support reaction
recorder Drift -file $dataDir/Drift.out -time -iNode 1 2 -jNode 3 4 -dof 1 -perpDirn 2 ; # lateral drift
recorder Element -file $dataDir/FCol.out -time -ele 1 2 globalForce; # element forces -- column
recorder Element -file $dataDir/FBeam.out -time -ele 3 globalForce; # element forces -- beam
recorder Element -file $dataDir/ForceColSec1.out -time -ele 1 2 section 1 force; # Column section forces, axial and moment, node i
recorder Element -file $dataDir/DefoColSec1.out -time -ele 1 2 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/ForceColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/DefoColSec$numIntgrPts.out -time -ele 1 2 section $numIntgrPts deformation; # section deformations, axial and curvature, node j
recorder Element -file $dataDir/ForceBeamSec1.out -time -ele 3 section 1 force; # Beam section forces, axial and moment, node i
recorder Element -file $dataDir/DefoBeamSec1.out -time -ele 3 section 1 deformation; # section deformations, axial and curvature, node i
recorder Element -file $dataDir/ForceBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts force; # section forces, axial and moment, node j
recorder Element -file $dataDir/DefoBeamSec$numIntgrPts.out -time -ele 3 section $numIntgrPts deformation; # section deformations, axial and curvature, node j

# define GRAVITY -------------------------------------------------------------
set WzBeam [expr $Weight/$LBeam];
timeSeries Linear 1
pattern Plain 1 Linear {
eleLoad -ele 3 -type -beamUniform -$WzBeam ; # distributed superstructure-weight on beam
}
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
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
test NormDispIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity]; # first load increment;
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0

puts "Model Built"
#######################################################################################




file 3:-
# --------------------------------------------------------------------------------------------------
# dynamic-analysis parameters
# I am setting all these variables as global variables (using variable rather than set command)
# so that these variables can be uploaded by a procedure
#


# Set up Analysis Parameters ---------------------------------------------
# CONSTRAINTS handler -- Determines how the constraint equations are enforced in the analysis (http://opensees.berkeley.edu/OpenSees/m ... al/617.htm)
# Plain Constraints -- Removes constrained degrees of freedom from the system of equations
# Lagrange Multipliers -- Uses the method of Lagrange multipliers to enforce constraints
# Penalty Method -- Uses penalty numbers to enforce constraints
# Transformation Method -- Performs a condensation of constrained degrees of freedom
variable constraintsTypeDynamic Transformation;
constraints $constraintsTypeDynamic ;

# DOF NUMBERER (number the degrees of freedom in the domain): (http://opensees.berkeley.edu/OpenSees/m ... al/366.htm)
# determines the mapping between equation numbers and degrees-of-freedom
# Plain -- Uses the numbering provided by the user
# RCM -- Renumbers the DOF to minimize the matrix band-width using the Reverse Cuthill-McKee algorithm
variable numbererTypeDynamic RCM
numberer $numbererTypeDynamic

# SYSTEM (http://opensees.berkeley.edu/OpenSees/m ... al/371.htm)
# Linear Equation Solvers (how to store and solve the system of equations in the analysis)
# -- provide the solution of the linear system of equations Ku = P. Each solver is tailored to a specific matrix topology.
# ProfileSPD -- Direct profile solver for symmetric positive definite matrices
# BandGeneral -- Direct solver for banded unsymmetric matrices
# BandSPD -- Direct solver for banded symmetric positive definite matrices
# SparseGeneral -- Direct solver for unsymmetric sparse matrices (-piv option)
# SparseSPD -- Direct solver for symmetric sparse matrices
# UmfPack -- Direct UmfPack solver for unsymmetric matrices
variable systemTypeDynamic BandGeneral; # try UmfPack for large problems
system $systemTypeDynamic

# TEST: # convergence test to
# Convergence TEST (http://opensees.berkeley.edu/OpenSees/m ... al/360.htm)
# -- Accept the current state of the domain as being on the converged solution path
# -- determine if convergence has been achieved at the end of an iteration step
# NormUnbalance -- Specifies a tolerance on the norm of the unbalanced load at the current iteration
# NormDispIncr -- Specifies a tolerance on the norm of the displacement increments at the current iteration
# EnergyIncr-- Specifies a tolerance on the inner product of the unbalanced load and displacement increments at the current iteration
# RelativeNormUnbalance --
# RelativeNormDispIncr --
# RelativeEnergyIncr --
variable TolDynamic 1.e-8; # Convergence Test: tolerance
variable maxNumIterDynamic 10; # Convergence Test: maximum number of iterations that will be performed before "failure to converge" is returned
variable printFlagDynamic 0; # Convergence Test: flag used to print information on convergence (optional) # 1: print information on each step;
variable testTypeDynamic EnergyIncr; # Convergence-test type
test $testTypeDynamic $TolDynamic $maxNumIterDynamic $printFlagDynamic;
# for improved-convergence procedure:
variable maxNumIterConvergeDynamic 2000;
variable printFlagConvergeDynamic 0;

# Solution ALGORITHM: -- Iterate from the last time step to the current (http://opensees.berkeley.edu/OpenSees/m ... al/682.htm)
# Linear -- Uses the solution at the first iteration and continues
# Newton -- Uses the tangent at the current iteration to iterate to convergence
# ModifiedNewton -- Uses the tangent at the first iteration to iterate to convergence
# NewtonLineSearch --
# KrylovNewton --
# BFGS --
# Broyden --
variable algorithmTypeDynamic ModifiedNewton
algorithm $algorithmTypeDynamic;

# Static INTEGRATOR: -- determine the next time step for an analysis (http://opensees.berkeley.edu/OpenSees/m ... al/689.htm)
# LoadControl -- Specifies the incremental load factor to be applied to the loads in the domain
# DisplacementControl -- Specifies the incremental displacement at a specified DOF in the domain
# Minimum Unbalanced Displacement Norm -- Specifies the incremental load factor such that the residual displacement norm in minimized
# Arc Length -- Specifies the incremental arc-length of the load-displacement path
# Transient INTEGRATOR: -- determine the next time step for an analysis including inertial effects
# Newmark -- The two parameter time-stepping method developed by Newmark
# HHT -- The three parameter Hilbert-Hughes-Taylor time-stepping method
# Central Difference -- Approximates velocity and acceleration by centered finite differences of displacement
variable NewmarkGamma 0.5; # Newmark-integrator gamma parameter (also HHT)
variable NewmarkBeta 0.25; # Newmark-integrator beta parameter
variable integratorTypeDynamic Newmark;
integrator $integratorTypeDynamic $NewmarkGamma $NewmarkBeta

# ANALYSIS -- defines what type of analysis is to be performed (http://opensees.berkeley.edu/OpenSees/m ... al/324.htm)
# Static Analysis -- solves the KU=R problem, without the mass or damping matrices.
# Transient Analysis -- solves the time-dependent analysis. The time step in this type of analysis is constant. The time step in the output is also constant.
# variableTransient Analysis -- performs the same analysis type as the Transient Analysis object. The time step, however, is variable. This method is used when
# there are convergence problems with the Transient Analysis object at a peak or when the time step is too small. The time step in the output is also variable.
variable analysisTypeDynamic Transient
analysis $analysisTypeDynamic
###########################################################################################################



file 4:-
# --------------------------------------------------------------------------------------------------
# LibUnits.tcl -- define system of units
#
#

# define UNITS ----------------------------------------------------------------------------
set mm 1.; # define basic units -- output units
set N 1.; # define basic units -- output units
set sec 1.; # define basic units -- output units
set LunitTXT "mm"; # define basic-unit text for output
set FunitTXT "N"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output
set MPa [expr $N/pow($mm,2)];
set mm2 [expr $mm*$mm]; # mm^2
set mm3 [expr $mm*$mm*$mm]; # mm^3
set cm [expr $mm*10]; # centimeter, needed for displacement input in MultipleSupport excitation
set m [expr $mm*1000];
set KN [expr $N*1000];
set PI 3.14; # define constants
set g 9810*$mm/pow($sec,2); # gravitational acceleration
#################################################################################################



file 5:-
###########################################################################
# ReadSMDFile $inFilename $outFilename $dt #
###########################################################################
# read gm input format
#
#
#
# A procedure which parses a ground motion record from the PEER
# strong motion database by finding dt in the record header, then
# echoing data values to the output file.
#
# Formal arguments
# inFilename -- file which contains PEER strong motion record
# outFilename -- file to be written in format G3 can read
# dt -- time step determined from file header
#
# Assumptions
# The header in the PEER record is, e.g., formatted as follows:
# PACIFIC ENGINEERING AND ANALYSIS STRONG-MOTION DATA
# IMPERIAL VALLEY 10/15/79 2319, EL CENTRO ARRAY 6, 230
# ACCELERATION TIME HISTORY IN UNITS OF G
# NPTS= 3930, DT= .00500 SEC

proc ReadSMDFile {inFilename outFilename dt} {
# read gm input format

# Pass dt by reference
upvar $dt DT

# Open the input file and catch the error if it can't be read
if [catch {open $inFilename r} inFileID] {
puts stderr "Cannot open $inFilename for reading"
} else {
# Open output file for writing
set outFileID [open $outFilename w]

# Flag indicating dt is found and that ground motion
# values should be read -- ASSUMES dt is on last line
# of header!!!
set flag 0

# Look at each line in the file
foreach line [split [read $inFileID] \n] {

if {[llength $line] == 0} {
# Blank line --> do nothing
continue
} elseif {$flag == 1} {
# Echo ground motion values to output file
puts $outFileID $line
} else {
# Search header lines for dt
foreach word [split $line] {
# Read in the time step
if {$flag == 1} {
set DT $word
break
}
# Find the desired token and set the flag
if {[string match $word "DT="] == 1} {set flag 1}
}
}
}

# Close the output file
close $outFileID

# Close the input file
close $inFileID
}
};
###########################################################################



file 6:-
puts " -- Uniaxial Inelastic Material, Fiber RC-Section, Nonlinear Model --"
puts " -- Multiple-support Earthquake Excitation --"
source Ex4.Portal2D.build.InelasticFiberSection.tcl
source Ex4.Portal2D.analyze.Dynamic.EQ.Uniform.tcl

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



this is modelling, is there any problem with modelling, plz anyone can help me to compare it with idarc resutl of Story drift or Drift.....................

can anyone help me to compare drift result of OPENSEES and IDARC of a portal frame, analysis type is dynamic with time history everything in modelling is done but some due to some parameters the results are different
My email id is " punits95@hotmail.com " & " coolpunitrocks@gmail.com " plz plz plz contact me here or at mail i will send u all result and modelling of both OPENSEES and IDARC.....
thank you!!

fmk
Site Admin
Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: Time History Analysis

Post by fmk » Mon Aug 12, 2013 11:21 am

ignore the large ones. they are OBVIOUSLY WRONG. You should go back and determine why.

Ricsey
Posts: 22
Joined: Tue Oct 02, 2012 12:24 pm
Location: Budapest University of Technology and Economincs

Re: Time History Analysis

Post by Ricsey » Tue Aug 13, 2013 7:27 am

Dear All,
I have a very big problem with time-history analysis. I am working on my masters thesis. I built a pier model with dispBeam column elements (not forceBeamColumn, because the time history and also the pushover analysis are doesnt converge to the results and I know that my pier is a viable pier). This model is done with pushover and time history analysis and the pushover curve was perfect, but the tie history Top Node Displacement - Base shear force curve is ridicioulus). Cna you tell me what is the problem with it, beacuse I searched for the error for about 1,5 month and now I ran out of ideas.

MY PIER MODEL CODE IS:
wipe

proc numfilter {strvar} {
set n [string length $strvar]
for {set i 0} {$i < $n} {incr i} {
set actnum [string index $strvar $i]
if {$actnum in {0 1 2 3 4 5 6 7 8 9 .}} {
append newvar $actnum
} else {
break
}
}
return $newvar
}

proc defDeadLoad {} {
set NODES [getNodeTags]
set M {}
pattern Plain 1 Linear {
puts "pattern Plain 1 Linear"
foreach node $NODES {
load $node 0. 0. [expr -[numfilter [nodeMass $node 3]]] 0. 0. 0.
}
}
}

model BasicBuilder -ndm 3 -ndf 6

node 1 0. 0. 0.
node 2 0. 0. 1.
node 3 0. 0. 2.
node 4 0. 0. 3.
node 5 0. 0. 4.
node 6 0. 0. 5.
node 7 0. 0. 6.
node 8 0. 0. 7.
node 9 0. 0. 8.
node 10 0. 0. 9.
node 11 0. 0. 10.
node 12 0. 0. 11.
node 13 0. 0. 12.
node 14 0. 0. 13.
node 15 0. 0. 14.
node 16 0. 0. 15.

fix 1 1 1 1 1 1 1

# MATERIAL parameters ----------
set IDreinf 1
set fy 500e6
set Es 200e9
set b 0.01
uniaxialMaterial Steel01 $IDreinf $fy $Es $b

set IDconcU 2
set fpc -30.e6
set epsc0 -0.00205
set fpcu [expr $fpc * 0.2]
set epsU -0.012
set lambda 0.1
set ft 1.4e6
set Ets [expr $ft/0.1]
uniaxialMaterial Concrete02 $IDconcU $fpc $epsc0 $fpcu $epsU $lambda $ft $Ets

set ColSecTag 1
set BCol 2.0390625
set HCol 6.1171875
set as [expr 0.032**2 * 3.1415 / 4]
set cover [expr 3./100.]
section fiberSec $ColSecTag {
patch rect $IDconcU 15 10 [expr -$BCol/2] [expr -$HCol/2] [expr $BCol/2] [expr $HCol/2]
layer straight $IDreinf 28 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.0678] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.0678]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.1357] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.1357]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.2035] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.2035]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.2714] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.2714]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.3392] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.3392]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.4071] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.4071]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.4749] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.4749]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.5428] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.5428]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.6106] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.6106]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.6785] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.6785]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.7463] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.7463]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.8142] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.8142]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.8820] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.8820]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 0.9499] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 0.9499]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.0177] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.0177]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.0856] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.0856]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.1534] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.1534]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.2213] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.2213]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.2891] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.2891]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.3570] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.3570]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.4248] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.4248]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.4927] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.4927]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.5605] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.5605]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.6284] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.6284]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.6962] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.6962]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.7641] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.7641]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.8319] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.8319]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.8998] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.8998]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 1.9676] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 1.9676]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.0355] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.0355]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.1033] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.1033]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.1712] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.1712]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.2390] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.2390]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.3069] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.3069]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.3747] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.3747]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.4426] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.4426]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.5104] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.5104]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.5783] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.5783]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.6461] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.6461]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.7140] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.7140]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.7818] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.7818]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.8497] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.8497]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.9175] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.9175]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 2.9854] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 2.9854]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.0532] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.0532]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.1211] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.1211]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.1889] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.1889]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.2568] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.2568]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.3246] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.3246]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.3925] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.3925]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.4603] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.4603]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.5282] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.5282]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.5960] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.5960]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.6639] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.6639]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.7317] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.7317]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.7996] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.7996]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.8674] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.8674]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 3.9353] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 3.9353]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.0031] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.0031]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.0710] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.0710]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.1388] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.1388]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.2067] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.2067]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.2745] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.2745]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.3424] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.3424]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.4102] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.4102]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.4781] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.4781]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.5459] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.5459]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.6138] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.6138]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.6816] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.6816]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.7495] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.7495]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.8173] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.8173]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.8852] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.8852]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 4.9530] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 4.9530]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.0209] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.0209]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.0887] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.0887]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.1566] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.1566]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.2244] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.2244]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.2923] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.2923]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.3601] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.3601]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.4280] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.4280]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.4958] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.4958]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.5637] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.5637]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.6315] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.6315]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.6994] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.6994]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.7672] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.7672]
layer straight $IDreinf 2 $as [expr -$BCol/2 + $cover] [expr -$HCol/2 + $cover + 5.8351] [expr $BCol/2 - $cover] [expr -$HCol/2 + $cover + 5.8351]
layer straight $IDreinf 28 $as [expr $BCol/2 - $cover] [expr $HCol/2 - $cover] [expr -$BCol/2 + $cover] [expr $HCol/2 - $cover]
}

geomTransf Linear 1 0 1 0
uniaxialMaterial Elastic 1000 1e10
section Aggregator 10 1000 T -section 1

element dispBeamColumn 1 1 2 5 10 1
element dispBeamColumn 2 2 3 5 10 1
element dispBeamColumn 3 3 4 5 10 1
element dispBeamColumn 4 4 5 5 10 1
element dispBeamColumn 5 5 6 5 10 1
element dispBeamColumn 6 6 7 5 10 1
element dispBeamColumn 7 7 8 5 10 1
element dispBeamColumn 8 8 9 5 10 1
element dispBeamColumn 9 9 10 5 10 1
element dispBeamColumn 10 10 11 5 10 1
element dispBeamColumn 11 11 12 5 10 1
element dispBeamColumn 12 12 13 5 10 1
element dispBeamColumn 13 13 14 5 10 1
element dispBeamColumn 14 14 15 5 10 1
element dispBeamColumn 15 15 16 5 10 1

###Defining dead-load
set gammaConcrete 25000
set Pweight [expr $gammaConcrete * $BCol * $HCol * 1.]
set g 9.81
set Mass2 [expr $Pweight * $g]
set Mass1 [expr $Mass2 / 2]

mass 1 $Mass1 $Mass1 $Mass1 0. 0. 0.
mass 2 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 3 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 4 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 5 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 6 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 7 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 8 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 9 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 10 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 11 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 12 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 13 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 14 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 15 $Mass2 $Mass2 $Mass2 0. 0. 0.
mass 16 $Mass1 $Mass1 $Mass1 0. 0. 0.

defDeadLoad

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
test NormDispIncr 1.0e-8 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity]; # first load increment;
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity
loadConst -time 0.0
puts "Static analysis ended"

MY TIME-HISTORY CODE:
proc time_history {IDctrlNode IDctrlDOF factor reactionNode reactionElement record recordName tFinal} {

recorder Node -file thd$recordName.txt -node $IDctrlNode -dof $IDctrlDOF disp
recorder Drift -file thdDrift.txt -iNode $reactionNode -jNode $IDctrlNode -dof $IDctrlDOF -perpDirn 3
recorder Node -file thdBase.txt -node $reactionNode -dof $IDctrlDOF disp
recorder Node -file thf$recordName.txt -node $reactionNode -dof $IDctrlDOF reaction
recorder Node -file thdALL$recordName.txt -nodeRange 1 16 -dof $IDctrlDOF disp
#recorder Element -file thf$recordName.txt -ele $reactionElement localForce
recorder Node -file thM$recordName.txt -node $reactionNode -dof 5 reaction
recorder Element -file thK$recordName.txt -ele $reactionElement section 1 deformation
timeSeries Path 1 -filePath $record -dt 0.01 -factor [expr 9.81* $factor]
set dt 0.01

set dir $IDctrlDOF
pattern UniformExcitation 50 $dir -accel 1

set xDamp 0.05
set MpropSwitch 0.0
set KcurrSwitch 0.0
set KcommSwitch 0.0
set KinitSwitch 1.0

set nEigenI 1
set omegaI [expr [eigen $nEigenI]**0.5]
set alphaM [expr $MpropSwitch*1]
set betaKcurr [expr $KcurrSwitch* 2. *$xDamp/$omegaI]
set betaKcomm [expr $KcommSwitch* 2. *$xDamp/$omegaI]
set betaKinit [expr $KinitSwitch* 2. *$xDamp/$omegaI]

rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm

wipeAnalysis
constraints Plain
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-12 10
algorithm Newton -initial
integrator Newmark 0.5 0.25
analysis Transient

set Nsteps [expr $tFinal / $dt]
set tCurrent [getTime]

set step 0
set ok 0

while {$tCurrent < $tFinal && $ok == 0} {
set step [expr $step+1]
#puts "step: $step\n"
set ok 1
set maxStepSize $dt
set minStepSize [expr $dt/1024]
set div 1
set len 1
set stepSize [expr $maxStepSize]
while {$stepSize>$minStepSize && $len!=0} {
###THIS CODE IS PROTECTED,NOT MY ALGORITHM (but who gave me worked for him all of his bridges). Bascially it reduces the time if the analysis fails.
}
set tCurrent [getTime]
puts "$tCurrent OK"
}
if {$ok==0} {
puts "NLD analysis completed successfully"
} else {
puts "NLD analysis failed to converge"
}
}

FILE WHICH CALLS THE MODEL AND TIME HISTORY PROCS:
wipe
source piller10-2.tcl
source time_history_example1.tcl
set IDctrlNode 16
set IDctrlDOF 1
set factor 0.03
set reactionNode 1
set reactionElement 1
set record "D:/sine.txt"
set recordName "Piller"
set tFinal 15.
time_history $IDctrlNode $IDctrlDOF $factor $reactionNode $reactionElement $record $recordName $tFinal
wipe

MY SINE WAVE ACCELEROGRAMM IS: (This is in [g] unit, and the times to the corresponding accelerations are 0.01 sec)
0.0000
0.0126
0.0251
0.0377
0.0502
0.0628
0.0753
0.0878
0.1003
0.1128
0.1253
0.1377
0.1502
0.1626
0.1749
0.1873
0.1996
0.2119
0.2242
0.2364
0.2486
0.2607
0.2728
0.2849
0.2969
0.3089
0.3208
0.3327
0.3445
0.3562
0.3679
0.3796
0.3912
0.4027
0.4142
0.4256
0.4369
0.4482
0.4594
0.4705
0.4815
0.4925
0.5034
0.5142
0.5249
0.5356
0.5461
0.5566
0.5670
0.5773
0.5875
0.5976
0.6077
0.6176
0.6274
0.6372
0.6468
0.6563
0.6657
0.6751
0.6843
0.6934
0.7024
0.7113
0.7200
0.7287
0.7372
0.7457
0.7540
0.7622
0.7702
0.7782
0.7860
0.7937
0.8013
0.8087
0.8161
0.8233
0.8303
0.8373
0.8441
0.8507
0.8573
0.8637
0.8699
0.8760
0.8820
0.8879
0.8936
0.8992
0.9046
0.9099
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-0.9754
-0.9781
-0.9806
-0.9830
-0.9852
-0.9873
-0.9892
-0.9910
-0.9926
-0.9940
-0.9953
-0.9965
-0.9974
-0.9983
-0.9989
-0.9994
-0.9998
-1.0000
-1.0000
-0.9999
-0.9996
-0.9991
-0.9985
-0.9978
-0.9969
-0.9958
-0.9946
-0.9932
-0.9916
-0.9899
-0.9881
-0.9861
-0.9839
-0.9816
-0.9791
-0.9765
-0.9737
-0.9708
-0.9677
-0.9644
-0.9610
-0.9575
-0.9538
-0.9499
-0.9459
-0.9418
-0.9375
-0.9330
-0.9284
-0.9237
-0.9188
-0.9138
-0.9086
-0.9033
-0.8978
-0.8922
-0.8865
-0.8806
-0.8746
-0.8684
-0.8621
-0.8557
-0.8491
-0.8424
-0.8356
-0.8286
-0.8215
-0.8143
-0.8070
-0.7995
-0.7919
-0.7841
-0.7763
-0.7683
-0.7602
-0.7520
-0.7437
-0.7352
-0.7266
-0.7179
-0.7091
-0.7002
-0.6912
-0.6821
-0.6728
-0.6635
-0.6540
-0.6445
-0.6348
-0.6251
-0.6152
-0.6053
-0.5952
-0.5851
-0.5749
-0.5645
-0.5541
-0.5436
-0.5330
-0.5224
-0.5116
-0.5008
-0.4899
-0.4789
-0.4678
-0.4567
-0.4455
-0.4342
-0.4229
-0.4114
-0.4000
-0.3884
-0.3768
-0.3652
-0.3534
-0.3417
-0.3298
-0.3179
-0.3060
-0.2940
-0.2820
-0.2699
-0.2578
-0.2457
-0.2335
-0.2212
-0.2090
-0.1967
-0.1843
-0.1720
-0.1596
-0.1472
-0.1347
-0.1223
-0.1098
-0.0973
-0.0848
-0.0723
-0.0598
-0.0472
-0.0347
-0.0221
-0.0096

I would be really appreciate if you can tell me what is the problem, because it is very important to me.

fmk
Site Admin
Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: Time History Analysis

Post by fmk » Tue Aug 13, 2013 2:59 pm

well if pushover is correct .. either the masses or load pattern is not.

if that fails, you might want to switch model to elastic, get periods and check if response is in ballpark of simple mode shape analysis would give.

Ricsey
Posts: 22
Joined: Tue Oct 02, 2012 12:24 pm
Location: Budapest University of Technology and Economincs

Re: Time History Analysis

Post by Ricsey » Tue Aug 13, 2013 4:40 pm

Thank you for your fast reply!
I compared the results with the example (cantilever column with fiber section) and searched for what errors did I made.
I experienced, that if I put the pier's half mass at the top (with 15 elements pier!), the time-history analysis results follows the pushover curve on the plastic zone too. BUT if I distribute the masses to the nodes all over the pier, the excitation force are distributed also and I think this causes the wrong results. I don't know why, this is only a thought? Am I think right?
What is the explanation to this phenomena?

mohammadbeik
Posts: 2
Joined: Sat Apr 27, 2013 10:20 pm

Re: Time History Analysis

Post by mohammadbeik » Wed Aug 14, 2013 12:22 am

hello everybody
I have modeled a platform with pile-soil interaction,everything is ok but after time history analysis the specific result is the same for every EQ record,why?!
thank u in advance

yas
Posts: 49
Joined: Wed Mar 06, 2013 11:51 pm

Re: Time History Analysis

Post by yas » Thu Oct 03, 2013 11:46 pm

hello dear all
I,m doing Time history analysis after removing column from my model.but I expect, axial loads of the other columns settle down at a steady value after some time.but it does,nt happen and changes all the time during the analyzing.would you please tell me the reason?

these are my model codes:

wipe all;
puts " "
puts " "

source Bsection.tcl;
source Wsection.tcl;

model basic -ndm 2 -ndf 3
set g 9.81

set Acolumn1 0.038
set Acolumn2 0.022
set Acolumn3 0.018
set Acolumn4 0.011

set ABeam1 0.00334
set ABeam2 0.00391
set ABeam3 0.00538
set ABeam4 0.00626
set ABeam5 0.00727

set ABrace1 0.0048
set ABrace2 0.0056
set ABrace3 0.00644
set ABrace4 0.00748

set Wsteel 78500

set g 9.81
set Rsteel [expr $Wsteel/$g]

set RemovedEle1 1
set RemovedEle2 86
set dt 0.01
set Factor 2

Loads
set DL 650
set LL 200
set DLRoof 600
set LLRoof 150
set L1 5
set L2 2.1
set L3 0.8

define GEOMETRY -----------------------------------
nodal coordinates:


define column nodal coordinates
node 1 0.0 0.0 0.0
node 2 5.0 0.0 0.0
node 3 10.0 0.0 0.0
node 4 15.0 0.0 0.0
node 5 20.0 0.0 0.0
node 6 25.0 0.0 0.0
node 7 0.0 3.2 0.0
node 8 5.0 3.2 0.0
node 9 10.0 3.2 0.0
node 10 15.0 3.2 0.0
node 11 20.0 3.2 0.0
node 12 25.0 3.2 0.0
node 13 0.0 6.4 0.0
node 14 5.0 6.4 0.0
node 15 10.0 6.4 0.0
node 16 15.0 6.4 0.0
node 17 20.0 6.4 0.0
node 18 25.0 6.4 0.0
node 19 0.0 9.6 0.0
node 20 5.0 9.6 0.0
node 21 10.0 9.6 0.0
node 22 15.0 9.6 0.0
node 23 20.0 9.6 0.0
node 24 25.0 9.6 0.0
node 25 0.0 12.8 0.0
node 26 5.0 12.8 0.0
node 27 10.0 12.8 0.0
node 28 15.0 12.8 0.0
node 29 20.0 12.8 0.0
node 30 25.0 12.8 0.0
node 31 0.0 16.0 0.0
node 32 5.0 16.0 0.0
node 33 10.0 16.0 0.0
node 34 15.0 16.0 0.0
node 35 20.0 16.0 0.0
node 36 25.0 16.0 0.0
define Beam nodal coordinates
node 37 0.0 3.2 0.0
node 38 5.0 3.2 0.0
node 338 5.0 3.2 0.0
node 39 10.0 3.2 0.0
node 339 10.0 3.2 0.0
node 40 15.0 3.2 0.0
node 440 15.0 3.2 0.0
node 41 20.0 3.2 0.0
node 441 20.0 3.2 0.0
node 42 25.0 3.2 0.0
node 43 0.0 6.4 0.0
node 44 5.0 6.4 0.0
node 444 5.0 6.4 0.0
node 45 10.0 6.4 0.0
node 445 10.0 6.4 0.0
node 46 15.0 6.4 0.0
node 446 15.0 6.4 0.0
node 47 20.0 6.4 0.0
node 447 20.0 6.4 0.0
node 48 25.0 6.4 0.0
node 49 0.0 9.6 0.0
node 50 5.0 9.6 0.0
node 550 5.0 9.6 0.0
node 51 10.0 9.6 0.0
node 551 10.0 9.6 0.0
node 52 15.0 9.6 0.0
node 552 15.0 9.6 0.0
node 53 20.0 9.6 0.0
node 553 20.0 9.6 0.0
node 54 25.0 9.6 0.0
node 55 0.0 12.8 0.0
node 56 5.0 12.8 0.0
node 556 5.0 12.8 0.0
node 57 10.0 12.8 0.0
node 557 10.0 12.8 0.0
node 58 15.0 12.8 0.0
node 558 15.0 12.8 0.0
node 59 20.0 12.8 0.0
node 559 20.0 12.8 0.0
node 60 25.0 12.8 0.0
node 61 0.0 16.0 0.0
node 62 5.0 16.0 0.0
node 662 5.0 16.0 0.0
node 63 10.0 16.0 0.0
node 663 10.0 16.0 0.0
node 64 15.0 16.0 0.0
node 664 15.0 16.0 0.0
node 65 20.0 16.0 0.0
node 665 20.0 16.0 0.0
node 66 25.0 16.0 0.0
node 67 2.1 3.2 0.0
node 68 2.9 3.2 0.0
node 69 12.1 3.2 0.0
node 70 12.9 3.2 0.0
node 71 22.1 3.2 0.0
node 72 22.9 3.2 0.0
node 73 2.1 6.4 0.0
node 74 2.9 6.4 0.0
node 75 12.1 6.4 0.0
node 76 12.9 6.4 0.0
node 77 22.1 6.4 0.0
node 78 22.9 6.4 0.0
node 79 2.1 9.6 0.0
node 80 2.9 9.6 0.0
node 81 12.1 9.6 0.0
node 82 12.9 9.6 0.0
node 83 22.1 9.6 0.0
node 84 22.9 9.6 0.0
node 85 2.1 12.8 0.0
node 86 2.9 12.8 0.0
node 87 12.1 12.8 0.0
node 88 12.9 12.8 0.0
node 89 22.1 12.8 0.0
node 90 22.9 12.8 0.0
node 91 2.1 16 0.0
node 92 2.9 16 0.0
node 93 12.1 16 0.0
node 94 12.9 16 0.0
node 95 22.1 16 0.0
node 96 22.9 16 0.0
define Brace nodal coordinates
node 1111 0.0 0.0 0.0
node 2222 5.0 0.0 0.0
node 3333 10.0 0.0 0.0
node 4444 15.0 0.0 0.0
node 5555 20.0 0.0 0.0
node 6666 25.0 0.0 0.0
node 7777 0.0 3.2 0.0
node 8888 5.0 3.2 0.0
node 99 10.0 3.2 0.0
node 110 15.0 3.2 0.0
node 111 20.0 3.2 0.0
node 112 25.0 3.2 0.0
node 113 0.0 6.4 0.0
node 114 5.0 6.4 0.0
node 115 10.0 6.4 0.0
node 116 15.0 6.4 0.0
node 117 20.0 6.4 0.0
node 118 25.0 6.4 0.0
node 119 0.0 9.6 0.0
node 220 5.0 9.6 0.0
node 221 10.0 9.6 0.0
node 222 15.0 9.6 0.0
node 223 20.0 9.6 0.0
node 224 25.0 9.6 0.0
node 225 0.0 12.8 0.0
node 226 5.0 12.8 0.0
node 227 10.0 12.8 0.0
node 228 15.0 12.8 0.0
node 229 20.0 12.8 0.0
node 330 25.0 12.8 0.0
node 667 2.1 3.2 0.0
node 668 2.9 3.2 0.0
node 669 12.1 3.2 0.0
node 770 12.9 3.2 0.0
node 771 22.1 3.2 0.0
node 772 22.9 3.2 0.0
node 773 2.1 6.4 0.0
node 774 2.9 6.4 0.0
node 775 12.1 6.4 0.0
node 776 12.9 6.4 0.0
node 777 22.1 6.4 0.0
node 778 22.9 6.4 0.0
node 779 2.1 9.6 0.0
node 880 2.9 9.6 0.0
node 881 12.1 9.6 0.0
node 882 12.9 9.6 0.0
node 883 22.1 9.6 0.0
node 884 22.9 9.6 0.0
node 885 2.1 12.8 0.0
node 886 2.9 12.8 0.0
node 887 12.1 12.8 0.0
node 888 12.9 12.8 0.0
node 889 22.1 12.8 0.0
node 990 22.9 12.8 0.0
node 991 2.1 16.0 0.0
node 992 2.9 16.0 0.0
node 993 12.1 16.0 0.0
node 994 12.9 16.0 0.0
node 995 22.1 16.0 0.0
node 996 22.9 16.0 0.0
puts "end of define nodes"

equalDOF 7 37 1 2
equalDOF 7 7777 1 2
equalDOF 8 38 1 2
equalDOF 8 8888 1 2
equalDOF 8 338 1 2
equalDOF 9 39 1 2
equalDOF 9 99 1 2
equalDOF 9 339 1 2
equalDOF 10 110 1 2
equalDOF 10 40 1 2
equalDOF 10 440 1 2
equalDOF 11 111 1 2
equalDOF 11 41 1 2
equalDOF 11 441 1 2
equalDOF 12 112 1 2
equalDOF 12 42 1 2
equalDOF 13 43 1 2
equalDOF 13 113 1 2
equalDOF 14 114 1 2
equalDOF 14 44 1 2
equalDOF 14 444 1 2
equalDOF 15 45 1 2
equalDOF 15 445 1 2
equalDOF 15 115 1 2
equalDOF 16 46 1 2
equalDOF 16 446 1 2
equalDOF 16 116 1 2
equalDOF 17 117 1 2
equalDOF 17 47 1 2
equalDOF 17 447 1 2
equalDOF 18 48 1 2
equalDOF 18 118 1 2
equalDOF 19 119 1 2
equalDOF 19 49 1 2
equalDOF 20 50 1 2
equalDOF 20 550 1 2
equalDOF 20 220 1 2
equalDOF 21 51 1 2
equalDOF 21 551 1 2
equalDOF 21 221 1 2
equalDOF 22 222 1 2
equalDOF 22 52 1 2
equalDOF 22 552 1 2
equalDOF 23 53 1 2
equalDOF 23 553 1 2
equalDOF 23 223 1 2
equalDOF 24 224 1 2
equalDOF 24 54 1 2
equalDOF 25 55 1 2
equalDOF 25 225 1 2
equalDOF 26 56 1 2
equalDOF 26 556 1 2
equalDOF 26 226 1 2
equalDOF 27 227 1 2
equalDOF 27 57 1 2
equalDOF 27 557 1 2
equalDOF 28 58 1 2
equalDOF 28 558 1 2
equalDOF 28 228 1 2
equalDOF 29 229 1 2
equalDOF 29 59 1 2
equalDOF 29 559 1 2
equalDOF 30 60 1 2
equalDOF 30 330 1 2
equalDOF 31 61 1 2
equalDOF 32 62 1 2
equalDOF 32 662 1 2
equalDOF 33 63 1 2
equalDOF 33 663 1 2
equalDOF 34 64 1 2
equalDOF 34 664 1 2
equalDOF 35 65 1 2
equalDOF 35 665 1 2
equalDOF 36 66 1 2

puts "end of define equalDOF"

Single point constraints -- Boundary Conditions
fix 1 1 1 1
fix 2 1 1 1
fix 3 1 1 1
fix 4 1 1 1
fix 5 1 1 1
fix 6 1 1 1
fix 1111 1 1 1
fix 2222 1 1 1
fix 3333 1 1 1
fix 4444 1 1 1
fix 5555 1 1 1
fix 6666 1 1 1

puts "end of define fix"



define MATERIAL ---------------------------------------------------
uniaxialMaterial Steel02 $matTag $Fy $E $b $R0 $cR1 $cR2 $a1 $a2 $a3 $a4
uniaxialMaterial Steel02 2 240E6 2.0e11 0.02 18.0 0.925 0.15 0 1 0 1 ;

puts "end of define uniaxialMaterial"




####################### SECTIONS ################################
#COLS(35x35x30-30x30x20-25x25x20-20x20x15)



Bsection 1 2 0.35 0.03 8 3
Bsection 2 2 0.3 0.02 8 3
Bsection 3 2 0.25 0.02 8 3
Bsection 4 2 0.2 0.015 8 3

#BEAMS(IPE 22-24-30-33-36)
Wsection 5 2 0.22 0.0059 0.11 0.0092 8 3 8 3
Wsection 6 2 0.24 0.0062 0.12 0.0098 8 3 8 3
Wsection 7 2 0.3 0.0071 0.15 0.0107 8 3 8 3
Wsection 8 2 0.33 0.0075 0.16 0.0115 8 3 8 3
Wsection 9 2 0.36 0.008 0.17 0.0127 8 3 8 3


##BRACES(2UNP 160-180-200-220)

section Fiber 10 { ;
patch quad 2 8 3 -0.07 0.0695 -0.005 0.0695 -0.005 0.08 -0.07 0.08
patch quad 2 3 8 -0.07 -0.0695 -0.0625 -0.0695 -0.0625 0.0695 -0.07 0.0695
patch quad 2 8 3 -0.07 -0.08 -0.005 -0.08 -0.005 -0.0695 -0.07 -0.0695
patch quad 2 8 3 0.005 0.0695 0.07 0.0695 0.07 0.08 0.005 0.08
patch quad 2 3 8 0.0625 -0.0695 0.07 -0.0695 0.07 0.0695 0.0625 0.0695
patch quad 2 8 3 0.005 -0.08 0.07 -0.08 0.07 -0.0695 0.005 -0.0695 } ;

section Fiber 11 { ;
patch quad 2 8 3 -0.075 0.079 -0.005 0.079 -0.005 0.09 -0.075 0.09
patch quad 2 3 8 -0.075 -0.079 -0.067 -0.079 -0.067 0.079 -0.075 0.079
patch quad 2 8 3 -0.075 -0.09 -0.005 -0.09 -0.005 -0.079 -0.075 -0.079
patch quad 2 8 3 0.005 0.079 0.075 0.079 0.075 0.09 0.005 0.09
patch quad 2 3 8 0.067 -0.079 0.075 -0.079 0.075 0.079 0.067 0.079
patch quad 2 8 3 0.005 -0.09 0.075 -0.09 0.075 -0.079 0.005 -0.079 } ;

section Fiber 12 { ;
patch quad 2 8 3 -0.08 0.0885 -0.005 0.0885 -0.005 0.1 -0.08 0.1
patch quad 2 3 8 -0.08 -0.0885 -0.0715 -0.0885 -0.0715 0.0885 -0.08 0.0885
patch quad 2 8 3 -0.08 -0.1 -0.005 -0.1 -0.005 -0.0885 -0.08 -0.0885
patch quad 2 8 3 0.005 0.0885 0.08 0.0885 0.08 0.1 0.005 0.1
patch quad 2 3 8 0.0715 -0.0885 0.08 -0.0885 0.08 0.0885 0.0715 0.0885
patch quad 2 8 3 0.005 -0.1 0.08 -0.1 0.08 -0.0885 0.005 -0.0885 } ;

section Fiber 13 { ;
patch quad 2 8 3 -0.085 0.0975 -0.005 0.0975 -0.005 0.11 -0.085 0.11
patch quad 2 3 8 -0.085 -0.0975 -0.076 -0.0975 -0.076 0.0975 -0.085 0.0975
patch quad 2 8 3 -0.085 -0.11 -0.005 -0.11 -0.005 -0.0975 -0.085 -0.0975
patch quad 2 8 3 0.005 0.0975 0.085 0.0975 0.085 0.11 0.005 0.11
patch quad 2 3 8 0.076 -0.0975 0.085 -0.0975 0.085 0.0975 0.076 0.0975
patch quad 2 8 3 0.005 -0.11 0.085 -0.11 0.085 -0.0975 0.005 -0.0975 } ;

geomTransf PDelta 1
geomTransf Linear 2
geomTransf Corotational 3

puts "end of geam Trans"

------- Define Columns -------
set Mcolumn1 [expr $Acolumn1*$Rsteel]

set Mcolumn2 [expr $Acolumn2*$Rsteel]

set Mcolumn3 [expr $Acolumn3*$Rsteel]

set Mcolumn4 [expr $Acolumn4*$Rsteel]

Element "cloumns ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 1 1 7 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 2 7 13 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 3 13 19 5 1 1 -mass $Mcolumn1;
element dispBeamColumn 4 19 25 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 5 25 31 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 6 2 8 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 7 8 14 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 8 14 20 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 9 20 26 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 10 26 32 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 11 3 9 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 12 9 15 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 13 15 21 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 14 21 27 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 15 27 33 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 16 4 10 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 17 10 16 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 18 16 22 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 19 22 28 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 20 28 34 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 21 5 11 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 22 11 17 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 23 17 23 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 24 23 29 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 25 29 35 5 4 1 -mass $Mcolumn4;
element dispBeamColumn 26 6 12 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 27 12 18 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 28 18 24 5 2 1 -mass $Mcolumn2;
element dispBeamColumn 29 24 30 5 3 1 -mass $Mcolumn3;
element dispBeamColumn 30 30 36 5 3 1 -mass $Mcolumn3;
puts "end of element column "


----------- Define Beams ------------
set Mass1 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass2 [expr ($DL+(0.25*$LL))*$L1/2]
set Mass3 [expr ($DL+(0.25*$LL))*$L1/2]
set MassRoof1 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof2 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]
set MassRoof3 [expr ($DLRoof+(0.25*$LLRoof))*$L1/2]



set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory11 [expr $MBeam5+$Mass1]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory12 [expr $MBeam5+$Mass2]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory13 [expr $MBeam5+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory21 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory22 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory23 [expr $MBeam3+$Mass3]

set MBeam5 [expr $ABeam5*$Rsteel]
set MassStory31 [expr $MBeam5+$Mass1]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory32 [expr $MBeam3+$Mass2]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassStory33 [expr $MBeam3+$Mass3]

set MBeam4 [expr $ABeam4*$Rsteel]
set MassStory41 [expr $MBeam4+$Mass1]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory42 [expr $MBeam2+$Mass2]

set MBeam2 [expr $ABeam2*$Rsteel]
set MassStory43 [expr $MBeam2+$Mass3]

set MBeam3 [expr $ABeam3*$Rsteel]
set MassRoof1 [expr $MBeam3+$MassRoof1]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof2 [expr $MBeam1+$MassRoof2]

set MBeam1 [expr $ABeam1*$Rsteel]
set MassRoof3 [expr $MBeam1+$MassRoof3]

Element "beams ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 31 37 67 5 9 2 -mass $MassStory12;
element dispBeamColumn 32 67 68 5 9 2 -mass $MassStory13;
element dispBeamColumn 33 68 38 5 9 2 -mass $MassStory12;
element dispBeamColumn 34 38 39 5 9 2 -mass $MassStory11;
element dispBeamColumn 35 39 69 5 9 2 -mass $MassStory12;
element dispBeamColumn 36 69 70 5 9 2 -mass $MassStory13;
element dispBeamColumn 37 70 40 5 9 2 -mass $MassStory12;
element dispBeamColumn 38 40 41 5 9 2 -mass $MassStory11;
element dispBeamColumn 39 41 71 5 9 2 -mass $MassStory12;
element dispBeamColumn 40 71 72 5 9 2 -mass $MassStory13;
element dispBeamColumn 41 72 42 5 9 2 -mass $MassStory12;
element dispBeamColumn 42 43 73 5 7 2 -mass $MassStory22;
element dispBeamColumn 43 73 74 5 7 2 -mass $MassStory23;
element dispBeamColumn 44 74 44 5 7 2 -mass $MassStory22;
element dispBeamColumn 45 44 45 5 9 2 -mass $MassStory21;
element dispBeamColumn 46 45 75 5 7 2 -mass $MassStory22;
element dispBeamColumn 47 75 76 5 7 2 -mass $MassStory23;
element dispBeamColumn 48 76 46 5 7 2 -mass $MassStory22;
element dispBeamColumn 49 46 47 5 9 2 -mass $MassStory21;
element dispBeamColumn 50 47 77 5 7 2 -mass $MassStory22;
element dispBeamColumn 51 77 78 5 7 2 -mass $MassStory23;
element dispBeamColumn 52 78 48 5 7 2 -mass $MassStory22;
element dispBeamColumn 53 49 79 5 7 2 -mass $MassStory32;
element dispBeamColumn 54 79 80 5 7 2 -mass $MassStory33;
element dispBeamColumn 55 80 50 5 7 2 -mass $MassStory32;
element dispBeamColumn 56 50 51 5 9 2 -mass $MassStory31;
element dispBeamColumn 57 51 81 5 7 2 -mass $MassStory32;
element dispBeamColumn 58 81 82 5 7 2 -mass $MassStory33;
element dispBeamColumn 59 82 52 5 7 2 -mass $MassStory32;
element dispBeamColumn 60 52 53 5 9 2 -mass $MassStory31;
element dispBeamColumn 61 53 83 5 7 2 -mass $MassStory32;
element dispBeamColumn 62 83 84 5 7 2 -mass $MassStory33;
element dispBeamColumn 63 84 54 5 7 2 -mass $MassStory32;
element dispBeamColumn 64 55 85 5 6 2 -mass $MassStory42;
element dispBeamColumn 65 85 86 5 6 2 -mass $MassStory43;
element dispBeamColumn 66 86 56 5 6 2 -mass $MassStory42;
element dispBeamColumn 67 56 57 5 8 2 -mass $MassStory41;
element dispBeamColumn 68 57 87 5 6 2 -mass $MassStory42;
element dispBeamColumn 69 87 88 5 6 2 -mass $MassStory43;
element dispBeamColumn 70 88 58 5 6 2 -mass $MassStory42;
element dispBeamColumn 71 58 59 5 8 2 -mass $MassStory41;
element dispBeamColumn 72 59 89 5 6 2 -mass $MassStory42;
element dispBeamColumn 73 89 90 5 6 2 -mass $MassStory43;
element dispBeamColumn 74 90 60 5 6 2 -mass $MassStory42;
element dispBeamColumn 75 61 91 5 5 2 -mass $MassRoof2;
element dispBeamColumn 76 91 92 5 5 2 -mass $MassRoof3;
element dispBeamColumn 77 92 62 5 5 2 -mass $MassRoof2;
element dispBeamColumn 78 62 63 5 7 2 -mass $MassRoof1;
element dispBeamColumn 79 63 93 5 5 2 -mass $MassRoof2;
element dispBeamColumn 80 93 94 5 5 2 -mass $MassRoof3;
element dispBeamColumn 81 94 64 5 5 2 -mass $MassRoof2;
element dispBeamColumn 82 64 65 5 7 2 -mass $MassRoof1;
element dispBeamColumn 83 65 95 5 5 2 -mass $MassRoof2;
element dispBeamColumn 84 95 96 5 5 2 -mass $MassRoof3;
element dispBeamColumn 85 96 66 5 5 2 -mass $MassRoof2;
puts "end of element beam"

----------- Define Braces ------------
set MBrace1 [expr $ABrace1*$Rsteel]
set MBrace2 [expr $ABrace2*$Rsteel]
set MBrace3 [expr $ABrace3*$Rsteel]
set MBrace4 [expr $ABrace4*$Rsteel]

Element "brace ": eleTag NodeI NodeJ NIP secTag geoTranTag
element dispBeamColumn 86 1 67 5 13 3 -mass $MBrace4;
element dispBeamColumn 87 2 68 5 13 3 -mass $MBrace4;
element dispBeamColumn 88 3 69 5 13 3 -mass $MBrace4;
element dispBeamColumn 89 4 70 5 13 3 -mass $MBrace4;
element dispBeamColumn 90 5 71 5 13 3 -mass $MBrace4;
element dispBeamColumn 91 6 72 5 13 3 -mass $MBrace4;
element dispBeamColumn 92 7777 73 5 13 3 -mass $MBrace4;
element dispBeamColumn 93 8888 74 5 13 3 -mass $MBrace4;
element dispBeamColumn 94 99 75 5 13 3 -mass $MBrace4;
element dispBeamColumn 95 110 76 5 13 3 -mass $MBrace4;
element dispBeamColumn 96 111 77 5 13 3 -mass $MBrace4;
element dispBeamColumn 97 112 78 5 13 3 -mass $MBrace4;
element dispBeamColumn 98 113 79 5 13 3 -mass $MBrace4;
element dispBeamColumn 99 114 80 5 13 3 -mass $MBrace4;
element dispBeamColumn 100 115 81 5 13 3 -mass $MBrace4;
element dispBeamColumn 101 116 82 5 13 3 -mass $MBrace4;
element dispBeamColumn 102 117 83 5 13 3 -mass $MBrace4;
element dispBeamColumn 103 118 84 5 13 3 -mass $MBrace4;
element dispBeamColumn 104 119 85 5 11 3 -mass $MBrace2;
element dispBeamColumn 105 220 86 5 11 3 -mass $MBrace2;
element dispBeamColumn 106 221 87 5 11 3 -mass $MBrace2;
element dispBeamColumn 107 222 88 5 11 3 -mass $MBrace2;
element dispBeamColumn 108 223 89 5 11 3 -mass $MBrace2;
element dispBeamColumn 109 224 90 5 11 3 -mass $MBrace2;
element dispBeamColumn 110 225 91 5 10 3 -mass $MBrace1;
element dispBeamColumn 111 226 92 5 10 3 -mass $MBrace1;
element dispBeamColumn 112 227 93 5 10 3 -mass $MBrace1;
element dispBeamColumn 113 228 94 5 10 3 -mass $MBrace1;
element dispBeamColumn 114 229 95 5 10 3 -mass $MBrace1;
element dispBeamColumn 115 330 96 5 10 3 -mass $MBrace1;
puts "end of element brace"


recorder display shape 400 10 600 600 -wipe
vup 0 1 0
vpn 0 0 1
prp 0 0 500
vrp 15.0 5.0 0.0
viewWindow -20.0 20.0 -20.0 20.0
display 1 2 150


-------- Define Loads ---------

set WzFloor1 -[expr ($DL+$LL)*$g*$L1]
set WzFloor2 -[expr ($DL+$LL)*$g*$L2]
set WzFloor3 -[expr ($DL+$LL)*$g*$L3]
set WzRoof1 -[expr ($DLRoof+$LLRoof)*$g*$L1]
set WzRoof2 -[expr ($DLRoof+$LLRoof)*$g*$L2]
set WzRoof3 -[expr ($DLRoof+$LLRoof)*$g*$L3]

set Gload "Series -dt .01 -filePath Vl.txt"
pattern Plain 1 "Linear -factor 0.2" {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3

}

recorder Element -file ColB1.txt -time -ele 6 globalForce
recorder Element -file BrB1.txt -time -ele 87 globalForce


source Period_Ferequency.tcl
Period_Ferequency 3


puts " "
puts " "
puts "*********************************************************"
puts "*************** Model Built Succesfully **************"
puts "*********************************************************"
puts " "
puts " "


constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 500 ;

puts "*************** Static analysis 1 Built Succesfully **************"

pattern Plain 2 "Rectangular 5 7 -factor 1 " {

eleLoad -ele 34 38 45 49 56 60 67 71 -type -beamUniform $WzFloor1
eleLoad -ele 31 33 35 37 39 41 42 44 46 48 50 52 53 55 57 59 61 63 64 66 68 70 72 74 -type -beamUniform $WzFloor2
eleLoad -ele 32 36 40 43 47 51 54 58 62 65 69 73 -type -beamUniform $WzFloor3
eleLoad -ele 78 82 -type -beamUniform $WzRoof1
eleLoad -ele 75 77 79 81 83 85 -type -beamUniform $WzRoof2
eleLoad -ele 76 80 84 -type -beamUniform $WzRoof3


}
loadConst ;
constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-7 25 ;
algorithm ModifiedNewton ;
integrator LoadControl .01 ;
analysis Static ;
analyze 200 ;

puts "*************** Static analysis 2 Built Succesfully **************"

set accelSeries "Series -dt $dt -filePath Elcentro-180_PGA=0.313g-dt0-01-pnt4000.txt -factor [expr $Factor*9.81]"
pattern UniformExcitation 3 1 -accel $accelSeries

remove element $RemovedEle1
remove element $RemovedEle2

constraints Transformation ;
numberer RCM ;
system SparseGeneral ;
test EnergyIncr 1e-3 100 0 ;
algorithm KrylovNewton ;
integrator Newmark 0.5 0.25 ;
analysis Transient ;
analyze 3000 0.001 ;

fmk
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Posts: 5866
Joined: Fri Jun 11, 2004 2:33 pm
Location: UC Berkeley
Contact:

Re: Time History Analysis

Post by fmk » Fri Oct 04, 2013 9:41 am

you are an engineer, if you get numbers such as these in the output WHAT DO YOU THINK IT MEANS!! .. the model/analysis even though t gives answers are obviously giving an incorrect answer .. either fix the script or ignore the results after the point they start looking incorrect.

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