problem with panel zone

[MohammadR]

Hi every one,i posted my problem and there were no replies,plz help me,thanks
I've modeled an steel frame 1bay 1story with out panel zone and it was ok.but, when i used panel zone it gets some errors while running and i do not know why!!!!
meanwhile i used joint 2d element with this format
element Joint2D $eleTag $Nd1 $Nd2 $Nd3 $Nd4 $NdC <$Mat1 $Mat2 $Mat3 $Mat4> $MatC $LrgDspTag
for <$Mat1 $Mat2 $Mat3 $Mat4> if i assign 0 for each mat, it runs for some iterations.but when i assign some defined material to them the algorithm failed at first iteration.plz help me.
here is the code:

wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir DataBalendra; # create data directory

node 1 0. 0.;
node 4 320. 0.;
node 5 258.75 280.;
node 6 320 210;
node 7 285.3 249.6;
node 8 142.36 125.1;
############
node 9 320. 275;
node 10 326.25 280.;
node 11 320 285; # external nodes defined around for joint 2d element
node 12 313.75 280.;
node 13 -6.25 280.;
node 14 0. 275.;
node 15 6.25 280;
node 16 0. 285.;
#############
fix 1 1 1 1;
fix 4 1 1 1;

mass 14 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 9 5120. 0 0;

# Define ELEMENTS & SECTIONS -------------------------------------------------------------

uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Elastic 7 10e-15;
uniaxialMaterial Steel02 8 217022.34 79655800 0 18 .925 .15;
uniaxialMaterial Steel02 9 765135.507 7021687.5 0.37037 18 .925 .15;
uniaxialMaterial Parallel 10 8 9; #material for panel zone
uniaxialMaterial Steel02 11 258335 86111666 .007 .03 0 18 .925 .15; #material for spring at the end of beam and columns

# FIBER SECTION properties -------------------------------------------------------------
section Fiber 1 { #define section of beam element WF section 10.0*10.0
patch rect 4 5 15 -5 -5 5 -4.2
patch rect 4 15 5 -.3 -4.2 .3 4.2
patch rect 4 5 15 -5 4.2 5 5
}
section Fiber 2 { #define section of column elements WF section 12.5*12.5
patch rect 4 5 15 -6.25 -6.25 6.25 -5.35
patch rect 4 15 5 -.325 -5.35 .325 5.35
patch rect 4 5 15 -6.25 5.35 6.25 6.25
}
section Fiber 3 { #define section of bracings c-chanells 10.0*5.0
patch rect 4 5 15 -5 -5 5 -4.25
patch rect 4 15 5 -.5 -4.25 .5 4.25
patch rect 4 5 15 -5 4.25 5 5
}
section Fiber 4 { #define section of knee links 6.0*6.0*.45
patch rect 4 5 15 -3 -3 3 -2.55
patch rect 4 15 5 -3 -2.55 -2.55 2.55
patch rect 4 15 5 2.55 -2.55 3 2.55
patch rect 4 5 15 -3 2.55 3 3
}

# define geometric transformation:

geomTransf PDelta 1; #columns and knee links can have PDelta effects
geomTransf Linear 2; #beam has a linear transformation
geomTransf Corotational 3; #two bracings have corotational transformation

set numIntgrPt 5;
element nonlinearBeamColumn 1 1 14 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 15 5 $numIntgrPt 1 2;
element nonlinearBeamColumn 3 5 12 $numIntgrPt 1 2;
element nonlinearBeamColumn 4 9 6 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 6 4 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 7 9.99 19e5 51.623 1;
element elasticBeamColumn 7 7 6 9.99 19e5 51.623 1;
element nonlinearBeamColumn 8 1 8 $numIntgrPt 3 3;
element nonlinearBeamColumn 9 8 7 $numIntgrPt 2 1;
element Joint2D 10 13 14 15 16 2 11 11 11 11 10 2;
element Joint2D 11 9 10 11 12 3 11 11 11 11 10 2;


recorder Node -file data/DFree.out -time -node 2 3 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file data/RBase.out -time -node 1 4 -dof 1 2 3 reaction; # support reaction

pattern Plain 1 Linear {
eleLoad -ele 2 -type -beamUniform -32; #distributed superstructure-weight on beam 32 kg/cm
eleLoad -ele 3 -type -beamUniform -32;
}

# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-5; # convergence tolerance for test
constraints Transformation; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system UmfPack; #how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 1000; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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";

[vesna]

joint2D is a contributed material that I never used so I do not have any experience with it. I suggest you to read the reference material related to that element if you still have problems with it try contacting the author of the element.

[hamed739]

hi mohamadR,
i am master student that search on beam column joint.
i write 2D frame with beam column program joint in opensees and it has error.
please send me your email that we could have conference.
my email:hamed739maz@yahoo.com
thanks.

[ahadizadeh]

Dear Mohamad,

I have solved your problem

Please Mail me

Mtaherinasab@gmail.com


Best regards

Mohammad

[ahadizadeh]

Run This code



wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir DataBalendra; # create data directory

node 1 0. 0.;
node 4 320. 0.;
node 5 258.75 280.;
node 6 320 210;
node 7 285.3 249.6;
node 8 142.36 125.1;
############
node 9 320. 275;
node 10 326.25 280.;
node 11 320 285; # external nodes defined around for joint 2d element
node 12 313.75 280.;
node 13 -6.25 280.;
node 14 0. 275.;
node 15 6.25 280;
node 16 0. 285.;
#############
fix 1 1 1 1;
fix 4 1 1 1;



mass 14 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 9 5120. 0 0;

# Define ELEMENTS & SECTIONS -------------------------------------------------------------

uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Elastic 7 10e-15;
uniaxialMaterial Steel02 8 217022.34 79655800 0 18 .925 .15;
uniaxialMaterial Steel02 9 765135.507 7021687.5 0.37037 18 .925 .15;
uniaxialMaterial Parallel 10 8 9; #material for panel zone
uniaxialMaterial Steel02 11 258335 86111666 .007 .03 0 18 .925 .15; #material for spring at the end of beam and columns

# FIBER SECTION properties -------------------------------------------------------------
section Fiber 1 { #define section of beam element WF section 10.0*10.0
patch rect 4 5 15 -5 -5 5 -4.2
patch rect 4 15 5 -.3 -4.2 .3 4.2
patch rect 4 5 15 -5 4.2 5 5
}
section Fiber 2 { #define section of column elements WF section 12.5*12.5
patch rect 4 5 15 -6.25 -6.25 6.25 -5.35
patch rect 4 15 5 -.325 -5.35 .325 5.35
patch rect 4 5 15 -6.25 5.35 6.25 6.25
}
section Fiber 3 { #define section of bracings c-chanells 10.0*5.0
patch rect 4 5 15 -5 -5 5 -4.25
patch rect 4 15 5 -.5 -4.25 .5 4.25
patch rect 4 5 15 -5 4.25 5 5
}
section Fiber 4 { #define section of knee links 6.0*6.0*.45
patch rect 4 5 15 -3 -3 3 -2.55
patch rect 4 15 5 -3 -2.55 -2.55 2.55
patch rect 4 15 5 2.55 -2.55 3 2.55
patch rect 4 5 15 -3 2.55 3 3
}

# define geometric transformation:

geomTransf PDelta 1; #columns and knee links can have PDelta effects
geomTransf Linear 2; #beam has a linear transformation
geomTransf Corotational 3; #two bracings have corotational transformation

set numIntgrPt 5;
element nonlinearBeamColumn 1 1 14 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 15 5 $numIntgrPt 1 2;
element nonlinearBeamColumn 3 5 12 $numIntgrPt 1 1;
element nonlinearBeamColumn 4 9 6 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 6 4 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 7 9.99 19e5 51.623 1;
element elasticBeamColumn 7 7 6 9.99 19e5 51.623 1;
element nonlinearBeamColumn 8 1 8 $numIntgrPt 3 3;
element nonlinearBeamColumn 9 8 7 $numIntgrPt 2 1;
element Joint2D 10 13 14 15 16 2 11 11 11 11 10 2;
element Joint2D 11 9 10 11 12 3 11 11 11 11 10 2;


recorder Node -file DataBalendra/DFree.out -time -node 13 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file DataBalendra/RBase.out -time -node 1 4 -dof 1 2 3 reaction; # support reaction

pattern Plain 1 Linear {
eleLoad -ele 2 -type -beamUniform 0.000032;
eleLoad -ele 3 -type -beamUniform -0.000032;





}




# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-5; # convergence tolerance for test
constraints Transformation; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system UmfPack; #how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 1000; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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";

[ahadizadeh]

Run this code and its source


wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
file mkdir DataBalendra; # create data directory
source DisplayModel2D.tcl; # procedure for displaying a 2D perspective of model
source DisplayPlane.tcl; # procedure for displaying a plane in a model

node 1 0. 0.;
node 4 320. 0.;
node 5 258.75 280.;
node 6 320 210;
node 7 285.3 249.6;
node 8 142.36 125.1;
############
node 9 320. 275;
node 10 326.25 280.;
node 11 320 285; # external nodes defined around for joint 2d element
node 12 313.75 280.;
node 13 -6.25 280.;
node 14 0. 275.;
node 15 6.25 280;
node 16 0. 285.;
#############
fix 1 1 1 1;
fix 4 1 1 1;



mass 14 5120. 0 0; #dead load=2400kg/m live load=800kg/m
mass 9 5120. 0 0;

# Define ELEMENTS & SECTIONS -------------------------------------------------------------

uniaxialMaterial Steel02 4 3500 19e5 .007 18 .925 .15; #material for beam and columns
uniaxialMaterial Elastic 7 10e-15;
uniaxialMaterial Steel02 8 217022.34 79655800 0 18 .925 .15;
uniaxialMaterial Steel02 9 765135.507 7021687.5 0.37037 18 .925 .15;
uniaxialMaterial Parallel 10 8 9; #material for panel zone
uniaxialMaterial Steel02 11 258335 86111666 .007 .03 0 18 .925 .15; #material for spring at the end of beam and columns

# FIBER SECTION properties -------------------------------------------------------------
section Fiber 1 { #define section of beam element WF section 10.0*10.0
patch rect 4 5 15 -5 -5 5 -4.2
patch rect 4 15 5 -.3 -4.2 .3 4.2
patch rect 4 5 15 -5 4.2 5 5
}
section Fiber 2 { #define section of column elements WF section 12.5*12.5
patch rect 4 5 15 -6.25 -6.25 6.25 -5.35
patch rect 4 15 5 -.325 -5.35 .325 5.35
patch rect 4 5 15 -6.25 5.35 6.25 6.25
}
section Fiber 3 { #define section of bracings c-chanells 10.0*5.0
patch rect 4 5 15 -5 -5 5 -4.25
patch rect 4 15 5 -.5 -4.25 .5 4.25
patch rect 4 5 15 -5 4.25 5 5
}
section Fiber 4 { #define section of knee links 6.0*6.0*.45
patch rect 4 5 15 -3 -3 3 -2.55
patch rect 4 15 5 -3 -2.55 -2.55 2.55
patch rect 4 15 5 2.55 -2.55 3 2.55
patch rect 4 5 15 -3 2.55 3 3
}

# define geometric transformation:

geomTransf PDelta 1; #columns and knee links can have PDelta effects
geomTransf Linear 2; #beam has a linear transformation
geomTransf Corotational 3; #two bracings have corotational transformation

set numIntgrPt 5;
element nonlinearBeamColumn 1 1 14 $numIntgrPt 2 1;
element nonlinearBeamColumn 2 15 5 $numIntgrPt 1 2;
element nonlinearBeamColumn 3 5 12 $numIntgrPt 1 1;
element nonlinearBeamColumn 4 9 6 $numIntgrPt 2 1;
element nonlinearBeamColumn 5 6 4 $numIntgrPt 2 1;
element elasticBeamColumn 6 5 7 9.99 19e5 51.623 1;
element elasticBeamColumn 7 7 6 9.99 19e5 51.623 1;
element nonlinearBeamColumn 8 1 8 $numIntgrPt 3 3;
element nonlinearBeamColumn 9 8 7 $numIntgrPt 2 1;
element Joint2D 10 13 14 15 16 2 11 11 11 11 10 2;
element Joint2D 11 9 10 11 12 3 11 11 11 11 10 2;
#display the model with the node numbers
DisplayModel2D NodeNumbers;



recorder Node -file DataBalendra/DFree.out -time -node 13 -dof 1 2 3 disp; # displacements of free nodes
recorder Node -file DataBalendra/RBase.out -time -node 1 4 -dof 1 2 3 reaction; # support reaction

pattern Plain 1 Linear {
eleLoad -ele 2 -type -beamUniform 0.000032;
eleLoad -ele 3 -type -beamUniform -0.000032;





}




# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-5; # convergence tolerance for test
constraints Transformation; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system UmfPack; #how to store and solve the system of equations in the analysis
test NormDispIncr $Tol 1000; # determine if convergence has been achieved at the end of an iteration step
algorithm ModifiedNewton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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
# display deformed shape:
set ViewScale 5;
DisplayModel2D DeformedShape $ViewScale ; # display deformed shape, the scaling factor needs to be adjusted for each model

puts "Model Built";





source this code

#########################################################
proc DisplayPlane {ShapeType dAmp viewPlane {nEigen 0} {quadrant 0}} {
######################################################################################
## DisplayPlane $ShapeType $dAmp $viewPlane $nEigen $quadrant
######################################################################################
## setup display parameters for specified viewPlane and display
## Silvia Mazzoni & Frank McKenna, 2006
##
## ShapeType : type of shape to display. # options: ModeShape , NodeNumbers , DeformedShape
## dAmp : relative amplification factor for deformations
## viewPlane : set local xy axes in global coordinates (XY,YX,XZ,ZX,YZ,ZY)
## nEigen : if nEigen not=0, show mode shape for nEigen eigenvalue
## quadrant: quadrant where to show this figure (0=full figure)
##
######################################################################################

set Xmin [lindex [nodeBounds] 0]; # view bounds in global coords - will add padding on the sides
set Ymin [lindex [nodeBounds] 1];
set Zmin [lindex [nodeBounds] 2];
set Xmax [lindex [nodeBounds] 3];
set Ymax [lindex [nodeBounds] 4];
set Zmax [lindex [nodeBounds] 5];

set Xo 0; # center of local viewing system
set Yo 0;
set Zo 0;

set uLocal [string index $viewPlane 0]; # viewPlane local-x axis in global coordinates
set vLocal [string index $viewPlane 1]; # viewPlane local-y axis in global coordinates


if {$viewPlane =="3D" } {
set uMin $Zmin+$Xmin
set uMax $Zmax+$Xmax
set vMin $Ymin
set vMax $Ymax
set wMin -10000
set wMax 10000
vup 0 1 0; # dirn defining up direction of view plane
} else {
set keyAxisMin "X $Xmin Y $Ymin Z $Zmin"
set keyAxisMax "X $Xmax Y $Ymax Z $Zmax"
set axisU [string index $viewPlane 0];
set axisV [string index $viewPlane 1];
set uMin [string map $keyAxisMin $axisU]
set uMax [string map $keyAxisMax $axisU]
set vMin [string map $keyAxisMin $axisV]
set vMax [string map $keyAxisMax $axisV]
if {$viewPlane =="YZ" || $viewPlane =="ZY" } {
set wMin $Xmin
set wMax $Xmax
} elseif {$viewPlane =="XY" || $viewPlane =="YX" } {
set wMin $Zmin
set wMax $Zmax
} elseif {$viewPlane =="XZ" || $viewPlane =="ZX" } {
set wMin $Ymin
set wMax $Ymax
} else {
return -1
}
}

set epsilon 1e-3; # make windows width or height not zero when the Max and Min values of a coordinate are the same

set uWide [expr $uMax - $uMin+$epsilon];
set vWide [expr $vMax - $vMin+$epsilon];
set uSide [expr 0.25*$uWide];
set vSide [expr 0.25*$vWide];
set uMin [expr $uMin - $uSide];
set uMax [expr $uMax + $uSide];
set vMin [expr $vMin - $vSide];
set vMax [expr $vMax + 2*$vSide]; # pad a little more on top, because of window title
set uWide [expr $uMax - $uMin+$epsilon];
set vWide [expr $vMax - $vMin+$epsilon];
set uMid [expr ($uMin+$uMax)/2];
set vMid [expr ($vMin+$vMax)/2];

# keep the following general, as change the X and Y and Z for each view plane
# next three commmands define viewing system, all values in global coords
vrp $Xo $Yo $Zo; # point on the view plane in global coord, center of local viewing system
if {$vLocal == "X"} {
vup 1 0 0; # dirn defining up direction of view plane
} elseif {$vLocal == "Y"} {
vup 0 1 0; # dirn defining up direction of view plane
} elseif {$vLocal == "Z"} {
vup 0 0 1; # dirn defining up direction of view plane
}
if {$viewPlane =="YZ" } {
vpn 1 0 0; # direction of outward normal to view plane
prp 10000. $uMid $vMid ; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="ZY" } {
vpn -1 0 0; # direction of outward normal to view plane
prp -10000. $vMid $uMid ; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="XY" } {
vpn 0 0 1; # direction of outward normal to view plane
prp $uMid $vMid 10000; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="YX" } {
vpn 0 0 -1; # direction of outward normal to view plane
prp $uMid $vMid -10000; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="XZ" } {
vpn 0 -1 0; # direction of outward normal to view plane
prp $uMid -10000 $vMid ; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="ZX" } {
vpn 0 1 0; # direction of outward normal to view plane
prp $uMid 10000 $vMid ; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} elseif {$viewPlane =="3D" } {
vpn 1 0.25 1.25; # direction of outward normal to view plane
prp -100 $vMid 10000; # eye location in local coord sys defined by viewing system
plane 10000 -10000; # distance to front and back clipping planes from eye
} else {
return -1
}
# next three commands define view, all values in local coord system
if {$viewPlane =="3D" } {
viewWindow [expr $uMin-$uWide/4] [expr $uMax/2] [expr $vMin-0.25*$vWide] [expr $vMax]
} else {
viewWindow $uMin $uMax $vMin $vMax
}
projection 1; # projection mode, 0:prespective, 1: parallel
fill 1; # fill mode; needed only for solid elements

if {$quadrant == 0} {
port -1 1 -1 1 # area of window that will be drawn into (uMin,uMax,vMin,vMax);
} elseif {$quadrant == 1} {
port 0 1 0 1 # area of window that will be drawn into (uMin,uMax,vMin,vMax);
} elseif {$quadrant == 2} {
port -1 0 0 1 # area of window that will be drawn into (uMin,uMax,vMin,vMax);
} elseif {$quadrant == 3} {
port -1 0 -1 0 # area of window that will be drawn into (uMin,uMax,vMin,vMax);
} elseif {$quadrant == 4} {
port 0 1 -1 0 # area of window that will be drawn into (uMin,uMax,vMin,vMax);
}

if {$ShapeType == "ModeShape" } {
display -$nEigen 0 [expr 5.*$dAmp]; # display mode shape for mode $nEigen
} elseif {$ShapeType == "NodeNumbers" } {
display 1 -1 0 ; # display node numbers
} elseif {$ShapeType == "DeformedShape" } {
display 1 2 $dAmp; # display deformed shape the 2 makes the nodes small
}
}; #
######################################################################################




and sorce this cod



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



proc DisplayModel2D { {ShapeType nill} {dAmp 5} {xLoc 10} {yLoc 10} {xPixels 900} {yPixels 900} {nEigen 1} } {
######################################################################################
## DisplayModel2D $ShapeType $dAmp $xLoc $yLoc $xPixels $yPixels $nEigen
######################################################################################
## display Node Numbers, Deformed or Mode Shape in 2D problem
## Silvia Mazzoni & Frank McKenna, 2006
##
## ShapeType : type of shape to display. # options: ModeShape , NodeNumbers , DeformedShape
## dAmp : relative amplification factor for deformations
## xLoc,yLoc : horizontal & vertical location in pixels of graphical window (0,0=upper left-most corner)
## xPixels,yPixels : width & height of graphical window in pixels
## nEigen : if nEigen not=0, show mode shape for nEigen eigenvalue
##
#######################################################################################
global TunitTXT; # load time-unit text
global ScreenResolutionX ScreenResolutionY; # read global values for screen resolution

if { [info exists TunitTXT] != 1} {set TunitTXT ""}; # set blank if it has not been defined previously.

if { [info exists ScreenResolutionX] != 1} {set ScreenResolutionX 1600}; # set default if it has not been defined previously.
if { [info exists ScreenResolutionY] != 1} {set ScreenResolutionY 900}; # set default if it has not been defined previously.

if {$xPixels == 0} {
set xPixels [expr int($ScreenResolutionX/2)];
set yPixels [expr int($ScreenResolutionY/2)];
set xLoc 20
set yLoc 20
}
if {$ShapeType == "nill"} {
puts ""; puts ""; puts "------------------"
puts "View the Model? (N)odes, (D)eformedShape, anyMode(1),(2),(#). Press enter for NO."
gets stdin answer
if {[llength $answer]>0 } {
if {$answer != "N" & $answer != "n"} {
puts "Modify View Scaling Factor=$dAmp? Type factor, or press enter for NO."
gets stdin answerdAmp
if {[llength $answerdAmp]>0 } {
set dAmp $answerdAmp
}
}
if {[string index $answer 0] == "N" || [string index $answer 0] == "n"} {
set ShapeType NodeNumbers
} elseif {[string index $answer 0] == "D" ||[string index $answer 0] == "d" } {
set ShapeType DeformedShape
} else {
set ShapeType ModeShape
set nEigen $answer
}
} else {
return
}
}

if {$ShapeType == "ModeShape" } {
set lambdaN [eigen $nEigen]; # perform eigenvalue analysis for ModeShape
set lambda [lindex $lambdaN [expr $nEigen-1]];
set omega [expr pow($lambda,0.5)]
set PI [expr 2*asin(1.0)]; # define constant
set Tperiod [expr 2*$PI/$omega]; # period (sec.)
set fmt1 "Mode Shape, Mode=%.1i Period=%.3f %s "
set windowTitle [format $fmt1 $nEigen $Tperiod $TunitTXT]
} elseif {$ShapeType == "NodeNumbers" } {
set windowTitle "Node Numbers"
} elseif {$ShapeType == "DeformedShape" } {
set windowTitle "Deformed Shape"
}

set viewPlane XY
recorder display $windowTitle $xLoc $yLoc $xPixels $yPixels -wipe ; # display recorder
DisplayPlane $ShapeType $dAmp $viewPlane $nEigen 0
after 3000; #pause for 2 seconds to display
}
########################################################################