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#23965
kengawk
Participant

compared the codes,commented the -ndf x(opensees version2.4.6 (rev 6022) ),revised the equalDof with adding dof tag of 3(sometimes I cannot add more than one dof), Revised version as following:


# compare
#Translational spring # Static analysis
#
# Written: MHS
# Date: Feb 2000
# Units: kip, in

wipe
# Define the model builder
model BasicBuilder -ndm 2 -ndf 3
# Set some variables
#set L 120
#set A 20
#set E 30000
#set I 1400
# Define nodes
#node 1 0.0 0.0
#node 2 0.0 0.0
#node 3 $L 0.0
# NodeCoord.tcl 

<strong>#-----Commented the -ndf-----------</strong>
# Node    tag    xCrd    yCrd    ndf 
node       1  +0.000000E+00  +0.000000E+00  ;#-ndf 1 
node       2  +0.000000E+00  +0.000000E+00  ;#-ndf 2 
node       3  +1.200000E+02  +0.000000E+00  ;#-ndf 3 
puts "Nodes OK!!"

#----------
# Define single point constraints
#fix 1 1 1 1
#fix 3 1 1 1
# SPConstraint.tcl 

# SPC    tag    Dx    Dy    Rz 
fix       1     1     1     1
fix       3     1     1     1 

#-----revised the equalDof with adding dof tag of 3---------------------
#
# ndR ndC dofs
#equalDOF 1 2 1 3
# MPConstraint.tcl 

# Equal DOF: MPConstraint01:    mNodeTag    sNodeTag    dof 
equalDOF       1       2  1    3
#-------------------------------Domain::addSP_Constraint - cannot add as node with tag1does not have associated
#constrained DOF
#WARNING could not add SP_Constraint to domain using fix command - node may already be constrained
puts "Constraints OK!!"

#--------------------------------
# Define force-deformation relationship for spring
# uniaxialMaterial ElasticPP $matTag $E $epsyP <$epsyN $eps0> 
##uniaxialMaterial ElasticPP 2 1050 0.02
##uniaxialMaterial Elastic 3 -50
# uniaxialMaterial Parallel $matTag $tag1 $tag2 ...
##uniaxialMaterial Parallel 1 2 3
# Materials.tcl 
puts "materials.tcl"
# Material "ElasticDefault":    matTag    E    <eta>    <Eneg>  
uniaxialMaterial  Elastic       1  +2.900000E+04  +0.000000E+00 

# Material "Material01":    matTag    tags 
#uniaxialMaterial  Parallel       2  3  4 

# Material "Material02":    matTag    E    epsyP    epsyN    eps0 
uniaxialMaterial  ElasticPP       3  +1.050000E+03  +2.000000E-02  -2.000000E-03  +0.000000E+00 

# Material "Material03":    matTag    E    <eta>    <Eneg>  
uniaxialMaterial  Elastic       4  -5.000000E+01  +0.000000E+00 

uniaxialMaterial  Parallel       2  3  4 
#-------------------------------

#--------------------------------
# Sections.tcl 

# Section "ElasticDefault":    secTag    E    A    Iz    <G>    <alpha> 
section  Elastic       1  +2.900000E+04  +1.800000E+02  +4.860000E+03  +1.115400E+04  +8.333333E-01 
#-------------------------------------------------------------------------------------------------------

#
# id ndI ndJ mat dir
#element zeroLength 1 1 2 -mat 1 -dir 2
# Elements.tcl 
puts "elements.tcl"
# Element "Element01":    eleTag    NodeI    NodeJ    -mat matTag1 matTag2 ...    -dir dir1 dir2 ...    <-orient x1 x2 x3 y1 y2 y3>    <-doRayleigh flag> 
element  zeroLength       1       1       2  -mat 2  -dir 2 -orient +1.000000E+00 +0.000000E+00 +0.000000E+00  +0.000000E+00 +1.000000E+00 +0.000000E+00 

# Geometric transformation
#geomTransf Linear 1
# GeoTran.tcl 

# GeoTran    type    tag 
geomTransf  Linear       1

# id ndI ndJ A E I transf
# element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag <-mass $massDens> <-cMass>
#element elasticBeamColumn 2 2 3 $A $E $I 1
# Element "Element02":    eleTag    NodeI    NodeJ    A    E    Iz    geoTranTag    <alpha  d>    <-mass massDens>    <-cMass> 
element  elasticBeamColumn       2       2       3  +2.000000E+01  +3.000000E+04  +1.400000E+03     1  +0.000000E+00  +0.000000E+00  -mass +0.000000E+00 

#------------------------------------------------
# TimeSeries.tcl 

# TimeSeries "LinearDefault":    tsTag    cFactor 
timeSeries  Linear       1  -factor  +1.000000E+00 
#-------------------------------------------------------------
#pattern Plain 1 Linear {
#load 2 0.0 10.0 0.0
#}
# LoadPattern_2.tcl 

# LoadPattern "LoadPattern01":    patternTag    tsTag    factor 
pattern  Plain       1       1  -fact +1.000000E+00  { 
    # Load    nodeTag    LoadValues 
    load       2  +0.000000E+00  +1.000000E+01  +0.000000E+00 
 
    # SP    nodeTag    dofTag    DispValue 
 
    # eleLoad    eleTags    beamUniform    Wy    <Wx> 
 
    # eleLoad    eleTags    beamPoint    Py    xL    <Px> 
 
    # eleLoad    eleTags    selfWeight    xFactor    yFactor 
} 

#
#recorder Node ZeroLength1.out disp -time -node 2 -dof 2
#
# Node Recorder "zerolength1.out":    fileName    <nodeTag>    dof    respType 
recorder  Node  -file StaticDefaultCase_Node_zerolength1.out_Dsp.out  -time  -node 2  -dof 2  disp 

#integrator LoadControl 1 1 1 1
#test EnergyIncr 1.0e-6 10 1
#algorithm Newton
#numberer Plain
#constraints Transformation 1.0
# superLU
#system SparseGeneral -piv
#analysis Static
# AnalysisOptn_2.tcl 

# AnalysisOptn "StaticDefault": Type: Static 
# ------------------------------------------ 
# Constraint Handler 
constraints  Transformation 
# DOF Numberer 
numberer  Plain 
# System of Equations 
system  SuperLU  -piv 
# Convergence Test 
test  EnergyIncr  +1.000000E-06    10     0     1 
# Solution Algorithm 
algorithm  Newton 
# Integrator 
integrator  LoadControl  +1.000000E+00     1  +1.000000E+00  +1.000000E+00 
# Analysis Type 
analysis  Static 

#analyze 5
# Analyze model 
# ------------- 
analyze     5 

  • This reply was modified 6 years, 7 months ago by kengawk.