hi dear fmk

[e.kian]

hi
I am sorry for my English.
I want to model a panel zone in a frame.
At the first I model one panel zone in the frame but when I run, give a error . can you tell me my mistake.
# --------------------------------------------------------------------------------------------------
wipe;
model basic -ndm 2 -ndf 3;
file mkdir DataFramePin;
# define Units--------------------------------------------
set m 1;
set cm [expr 0.01*$m];
set cm2 [expr $cm*$cm];
set cm4 [expr $cm*$cm*$cm*$cm];
set m2 [expr $m*$m];

set N 1;
set sec 1;
set g [expr 9.8066502*$m/pow($sec,2)]
set kg [expr $N*$g];
set PI [expr 3.14]; # define constants

# Define geometry ---------------------------------------------
#define coordiantes
set LCol [expr 4.6*$m];
set LBeam [expr 6.1*$m];
node 1 0 0;
node 2 $LBeam 0;
node 3 0 $LCol ;
node 31 0 [expr $LCol-0.15] ;
node 32 0.15 [expr $LCol] ;
node 33 0 [expr $LCol+0.15] ;
node 34 -0.15 [expr $LCol] ;
node 41 $LBeam [expr $LCol-0.15] ;
node 42 [expr $LBeam+0.15] [expr $LCol];
node 43 $LBeam [expr $LCol+0.15] ;
node 44 [expr $LBeam-0.15] [expr $LCol];
node 4 $LBeam $LCol ;
equalDOF 3 31 1;
equalDOF 3 32 1;
equalDOF 3 33 1;
equalDOF 3 34 1;
equalDOF 4 44 1;
equalDOF 4 43 1;
equalDOF 4 42 1;
equalDOF 4 41 1;


#define Boundary conditions
fix 1 1 1 1;
fix 2 1 1 1;
fix 3 0 0 0;
fix 4 0 0 0;



#define nodal Masses
set BeamLoad [expr 1000*$kg/$m2*2.5*$m]
mass 3 440 0. 0.;
mass 4 440 0. 0.
#-----------------------------------------
set ColSecTag1 1; # assign a tag number to the column section tag
set ColMatTagFlex1 2; # assign a tag number to the column
set ColMatTagAxial1 3; # assign a tag number to the column
set beamSecTag1 4;
set beamMatTagFlex1 5;
set beamMatTagAxial1 6;
# Define element------------------------------------------------
set Fy [expr 248e6*$N/pow($m,2)]
set Es [expr 2e11*$N/pow($m,2)]; # Steel Young's Modulus
set nu 0.3;
set Gs [expr $Es/2./[expr 1+$nu]]; # Torsional stiffness Modulus
#--------------------------------------------------------------------------------------------
# COLUMN section W10x49
set AgCol1 [expr 9.3e-3*pow($m,2)]; # cross-sectional area
set IzCol1 [expr 1.13e-4*pow($m,4)]; # moment of Inertia
set Scol1 [expr 8.932e-4*pow($m,3)];
set EICol1 [expr $Es*$IzCol1]; # EI, for moment-curvature relationship
set EACol1 [expr $Es*$AgCol1]; # EA, for axial-force-strain relationship
set MyCol1 [expr $Scol1*$Fy]; # yield moment
set b 0.01 ; # strain-hardening ratio (ratio between post-yield tangent and initial elastic tangent)
uniaxialMaterial Steel01 $ColMatTagFlex1 $MyCol1 $EICol1 $b; # bilinear behavior for flexure
uniaxialMaterial Elastic $ColMatTagAxial1 $EACol1; # this is not used as a material, this is an axial-force-strain response
section Aggregator $ColSecTag1 $ColMatTagAxial1 P $ColMatTagFlex1 Mz; # combine axial and flexural behavior into one section (no P-M interaction here)
#---------------------------------------------------------------------------------------------
# Beam section W21x62
set Agbeam1 [expr 0.0118*pow($m,2)]; # cross-sectional area
set Izbeam1 [expr 5.536e-4*pow($m,4)]; # moment of Inertia
set Sbeam1 [expr 2.076e-3*pow($m,4)];
set EIbeam1 [expr $Es*$Izbeam1]; # EI, for moment-curvature relationship
set EAbeam1 [expr $Es*$Agbeam1]; # EA, for axial-force-strain relationship
set Mybeam1 [expr $Sbeam1*$Fy]; # yield moment
set b 0.01 ; # strain-hardening ratio (ratio between post-yield tangent and initial elastic tangent)
uniaxialMaterial Steel01 $beamMatTagFlex1 $Mybeam1 $EIbeam1 $b; # bilinear behavior for flexure
uniaxialMaterial Elastic $beamMatTagAxial1 $EAbeam1; # this is not used as a material, this is an axial-force-strain response
section Aggregator $beamSecTag1 $beamMatTagAxial1 P $beamMatTagFlex1 Mz; # combine axial and flexural behavior into one section (no P-M interaction here)
set py [expr $Fy*$AgCol1]
set IDColTransf 1; # all columns
set IDBeamTransf 2; # all beams
set ColTransfType PDelta ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $IDColTransf ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $IDBeamTransf

# Define Beam-Column Elements
set np 5; # number of Gauss integration points for nonlinear curvature distribution
# columns
element nonlinearBeamColumn 1 1 31 $np $ColSecTag1 $IDColTransf;
element nonlinearBeamColumn 2 2 41 $np $ColSecTag1 $IDColTransf;
element nonlinearBeamColumn 3 32 44 $np $beamSecTag1 $IDBeamTransf;
uniaxialMaterial Steel02 9 34000 3390000000 0.1;
uniaxialMaterial Steel02 8 34000 3390000000 0.1;
uniaxialMaterial Parallel 10 9 8;
element Joint2D 4 31 32 33 34 342 10 0;
element Joint2D 5 41 42 43 44 343 10 0;

#Define Recorders-------------------------------------------------------
recorder Node -file DataFramePin/DFree.out -time -node 3 -dof 1 2 3 disp;
recorder Node -file DataFramePin/DFreeTest.out -time -node 33 -dof 1 2 3 disp;
recorder Node -file DataFramePin/RBase1.out -time -node 1 -dof 1 2 3 reaction;
recorder Node -file DataFramePin/RBase2.out -time -node 2 -dof 1 2 3 reaction;
recorder Element -file DataFramePin/FColLeft.out -time -ele 1 localForce;
recorder Element -file DataFramePin/FColRight.out -time -ele 2 globalForce;
recorder Element -file DataFramePin/FBeam.out -time -ele 3 globalForce;

#Define Gravity -----------------------------------------------------
pattern Plain 1 Linear {
load 3 0. [expr -0*$py] 0. 0. 0. 0 ; # Fx Fy Fz Mx My Mz
load 4 0. [expr -0*$py] 0. 0. 0. 0 ; # Fx Fy Fz Mx My Mz
}
constraints Transformation;
numberer Plain;
system BandGeneral;
test NormDispIncr 1.0e-8 6 ;
algorithm Newton;
integrator LoadControl 0.1;
analysis Static
analyze 10;
loadConst -time 0.0;
set lambda [eigen 1]
set omega [expr pow($lambda,0.5)]
set Tperiod [expr 2*$PI/$omega];