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Dear sir or madam

We have a steel connection model named as Scissors model with 5 nodes and four rigid links.
the below code is written for modelling this type of connection.
But this model is not converged even in static analysis
Whould you let us know the mistake?
# Start of model sescior generation
wipe
#source push_recorder.txt

model basic -ndm 2 -ndf 3 ;#Unit: N-m and Kg for mass
####################################################################

# Create nodes & add to Domain - command: node nodeId xCrd yCrd
node 1 0.0 0.0
node 101 0.0 3.2
node 1011 0.0 3.2
node 121 0.0 3.035
node 181 0.0 3.365
node 161 0.1 3.2
node 1611 0.1 3.2

node 201 0.0 6.4
node 2011 0.0 6.4
node 221 0.0 6.235
node 261 0.1 6.4
node 2611 0.1 6.4

#Story 2
node 2 5.0 0.0
node 102 5.0 3.2
node 1022 5.0 3.2
node 142 4.89 3.2
node 1422 4.89 3.2
node 182 5.0 3.365
node 122 5.0 3.035

node 202 5.0 6.4
node 2022 5.0 6.4
node 242 4.9 6.4
node 2422 4.9 6.4
node 222 5.0 6.235

# Fixities of nodes
# Set the boundary conditions - command: fix nodeID xResrnt? yRestrnt? ZRestrnt?
fix 2 1 1 1
fix 1 1 1 1


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


set Es 2.1e6; # Steel Young's Modulus KN/m^2
set fy 2400; #steel Yield Stress kgf/cm^2
set esy [expr $fy/$Es]; #strain yeilding;
set TolDynamic 1.0e-8;
set alphas 0.025; # Slop Strain hardening;
set fu 3700; #Stress Ultimate;
set esu [expr $esy+($fu-$fy)/($alphas*$Es)];#Strain Ultimate;
set R0 18.5;
set R1 0.925
set R2 0.15;
#puts "$esu"
#uniaxialMaterial Hysteretic 333 $fy $esy $fu $esu -$fy -$esy -$fu -$esu 1.0 1.0 0 0
uniaxialMaterial Steel02 333 $fy $Es $alphas $R0 $R1 $R2 0.0 0.4 0.0 0.5


###################################################################################
set tagrigid 111;
#geomTransf Linear $tagrigid;
geomTransf Corotational $tagrigid;
set AA 1;
set EE 2.1e20;
set II 1000;


#element elasticBeamColumn 5011 121 101 $AA $EE $II $tagrigid
#element elasticBeamColumn 5012 101 181 $AA $EE $II $tagrigid
#element elasticBeamColumn 5013 221 201 $AA $EE $II $tagrigid
#
#element elasticBeamColumn 5014 1011 1611 $AA $EE $II $tagrigid
#element elasticBeamColumn 5015 2011 2611 $AA $EE $II $tagrigid
#
#element elasticBeamColumn 5016 122 102 $AA $EE $II $tagrigid
#element elasticBeamColumn 5017 102 182 $AA $EE $II $tagrigid
#element elasticBeamColumn 5018 222 202 $AA $EE $II $tagrigid
#
#element elasticBeamColumn 5019 1422 1022 $AA $EE $II $tagrigid
#element elasticBeamColumn 5020 2422 2022 $AA $EE $II $tagrigid



#_______________________



source Wsection.tcl
#Beams
#Wsections { secID matID d tw bf tf nfdw nftw nfbf nftf}
Wsection 1 333 0.27 0.0066 0.135 0.0102 10 3 10 3
Wsection 2 333 0.3 0.0071 0.15 0.0107 10 3 10 3


#Transformation
geomTransf PDelta 1

#Element Generation
# Create the columns and beams using displacement controlled beam-column elements
#element dispBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens>
element nonlinearBeamColumn 1 161 142 5 1 1
element nonlinearBeamColumn 2 261 242 5 1 1


element nonlinearBeamColumn 3 1 121 5 1 1
element nonlinearBeamColumn 4 181 221 5 1 1
element nonlinearBeamColumn 5 2 122 5 2 1
element nonlinearBeamColumn 6 182 222 5 2 1












element nonlinearBeamColumn 7 121 101 5 1 1
element nonlinearBeamColumn 8 101 181 5 1 1
element nonlinearBeamColumn 9 1011 1611 5 2 1
element nonlinearBeamColumn 10 221 201 5 2 1
element nonlinearBeamColumn 11 2011 2611 5 1 1

element nonlinearBeamColumn 12 122 102 5 1 1
element nonlinearBeamColumn 13 102 182 5 1 1
element nonlinearBeamColumn 14 1022 1422 5 2 1
element nonlinearBeamColumn 15 222 202 5 2 1
element nonlinearBeamColumn 16 2022 2422 5 1 1






equalDOF 121 101 1 2
equalDOF 101 181 1 2
equalDOF 1011 1611 1 2

equalDOF 221 201 1 2
equalDOF 2011 2611 1 2


equalDOF 122 102 1 2
equalDOF 102 182 1 2
equalDOF 1422 1022 1 2

equalDOF 222 202 1 2
equalDOF 2422 2022 1 2


#Mass Creation
# Set mass at the master nodes
# tag RX RY MZ
set ma 510.5
mass 121 $ma $ma $ma
mass 221 $ma $ma $ma
mass 122 $ma $ma $ma
mass 222 $ma $ma $ma

mass 181 $ma $ma $ma
mass 182 $ma $ma $ma
mass 101 $ma $ma $ma
mass 1011 $ma $ma $ma

mass 201 $ma $ma $ma
mass 2011 $ma $ma $ma
mass 202 $ma $ma $ma
mass 2022 $ma $ma $ma
mass 102 $ma $ma $ma
mass 1022 $ma $ma $ma
mass 2611 $ma $ma $ma
mass 1611 $ma $ma $ma
mass 1422 $ma $ma $ma
mass 2422 $ma $ma $ma






#
#
# Written by: Dimitrios Lignos
# Date: 11/09/2008
#
# Formal arguments
# eleID - unique element ID for this zero length rotational spring
# nodeR - node ID which will be retained by the multi-point constraint
# nodeC - node ID which will be constrained by the multi-point constraint
# E - modulus of elasticity
# Fy - yield strength
# dc - column depth
# bf_c - column flange width
# tf_c - column flange thickness
# tp - panel zone thickness
# db - beam depth
# Ry - expected value for yield strength --> Typical value is 1.2
# as - assumed strain hardening
##########################################################################################################


uniaxialMaterial Steel02 5 $fy $Es $alphas $R0 $R1 $R2 0.0 0.4 0.0 0.5
source rotPanelZone2D.tcl;
#proc rotPanelZone2D {eleID nodeR nodeC E Fy dc bf_c tf_c tp db Ry as} {

rotPanelZone2D 8000 101 1011 2.1e6 2400 0.3 0.15 0.009 .01 .15 1.2 .025
rotPanelZone2D 8001 201 2011 2.1e6 2400 0.3 0.15 0.009 .01 .15 1.2 .025
rotPanelZone2D 8002 102 1022 2.1e6 2400 0.3 0.15 0.009 .01 .15 1.2 .025
rotPanelZone2D 8003 202 2022 2.1e6 2400 0.3 0.15 0.009 .01 .15 1.2 .025

#rotSpring2D 881 101 1011 5
#rotSpring2D 882 201 2011 5
#rotSpring2D 883 102 1022 5
#rotSpring2D 884 202 2022 5




source rotSpring2D.tcl

rotSpring2D 77 161 1611 5
rotSpring2D 78 261 2611 5

rotSpring2D 79 102 1022 5
rotSpring2D 90 202 2022 5


source DisplayModel2D.tcl
source DisplayPlane.tcl

# Displayb Model Graphically
DisplayModel2D DeformedShape 50 660 50 550 620 0
DisplayPlane DeformedShape 50 XY 0 0





#-------------------------------------------------------------------------------
# Start of analysis generation
#-------------------------------------------------------------------------------
# Create the system of equation, a sparse solver with partial pivoting
system BandGeneral
# Create the constraint handler, the transformation method
constraints Transformation
# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM
# Create the convergence test, the norm of the residual with a tolerance of
# 1e-12 and a max number of iterations of 10
test EnergyIncr 1.0e-12 20 0
# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton
# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.1
# Create the analysis object
analysis Static
# initialize in case we need to do an initial stiffness iteration
initialize
# ------------------------------
# End of analysis generation
# ------------------------------
# ------------------------------
# Start of recorder generation
# ------------------------------
# Create a recorder to monitor nodal displacements
#recorder Node -file nodeGravity.out -time -node 151 152 153 -dof 2 disp
# --------------------------------
# End of recorder generation
# ---------------------------------
# ------------------------------
# Finally perform the analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level
analyze 10


sincerely Yours
Ehsan Khojastehfar

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