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
