Modified Ibarra-Madina-Krawinkler backbone curve (Warning)

[EQpkm]

Hello,
i have used using " rotspringModiKModel" to model a concentrated plastic hinge in a SDOF simplified column with lumped mass on top.
I wonder what is wrong with this model!
please help me

Following is my simple model script!

first it's error is:
Starting OpenSees..


Modified Ibarra-Medina-Krawinkler Model with Bilinear Hysteretic Response

WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 1
WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 1
WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 1
WARNING BandGenLinLapackSolver::solve() -LAPACK routine returned 1
WARNING NewtonRaphson::solveCurrentStep() -the LinearSysOfEqn failed in solve()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at
load factor 0.1
OpenSees > analyze failed, returned: -3 error flag
Model Built

#**************************************************************************************************
#---------------------------------------------------------------------------------------------------
MY Script:
#**************************************************************************************************
#
#SDOF coulmn with Concentrated Plastic Hinges at Beam-Column Joints
# Units: N, m, sec.

# set-up & source definition---------------------------------------------------------------------------------

wipe all;
model BasicBuilder -ndm 2 -ndf 3;
source rotSpring2DModIKModel.tcl; # procedure for defining a rotational spring (zero-length element)

# Define Building Geometry, Nodes, and Constraints-------------------------------------------------------------------
# define structure-geometry parameters
# number of frame bays (excludes bay for P-delta column)
# calculate joint offset distance for beam plastic hinges--------------------------------------------------------

set phlat23 [expr 0.0]; # lateral dist from beam-col joint to loc of hinge on Floors

# calculate nodal masses -- lump floor masses at frame nodes------------------------------------------------------
set g 9.806; # acceleration due to gravity (m/s2)
set Floor2Weight [expr 40934.6875*$g/3]; # total weight of Floor 2 including mass of elements and loading (N)

set Mass2 [expr (7334.6861)/3]; # total member mass of Floor 2
set Negligible 1e-9; # a very smnumber to avoid problems with zero

# define nodes and assign masses to beam-column intersections of frame---------------------------------------------

node 11 0.0 0.0;

node 12 0.0 3.0 -mass [expr $Mass2 / 6] $Negligible $Negligible;

# define extra nodes for plastic hinge rotational springs
# columns--------------------------------------------------------------------------------------------------------------

# column hinges at bottom of Story 1
node 117 0.0 0.0 -mass $Negligible $Negligible $Negligible;

# column hinges at top of Story 1
node 126 0.0 3.0 -mass $Negligible $Negligible $Negligible;

# assign boundary condidtions-----------------------------------------------------------------------------------------
fix 11 1 1 1;

# Define Section Properties and Elements-------------------------------------------------------------------------------
# define material properties------------------------------------------------------------------------------------------
set Ec 2.354e+10; # reinforced concrete Young's modulus
set n 1;
set m 1;
# define column section C35x35 for Story 1 & 2 & 3

set Acol [expr 0.35*0.35]; # cross-sectional area
set Icol [expr ($m*0.35*0.35*0.35*0.35) / 12]; # moment of inertia

# set up geometric transformations of element----------------------------------------------------------------------------
set PDeltaTransf 1;

geomTransf PDelta $PDeltaTransf; # PDelta transformation

# define beam & column elements-----------------------------------------------------------------------------------------
# command: element elasticBeamColumn $eleID $iNode $jNode $A $E $I $transfID

# Columns Story 1
element elasticBeamColumn 111 117 126 $Acol $Ec [expr 0.49*$Icol] $PDeltaTransf;

#-----------------------------------------------------------------------------------------------------------------


# Define Rotational Springs for Plastic Hinges (Ibarra et al., 2005)-------------------------------------------------------------------------
# constants
set McMy 1.13;
set LS 110.0;
set LD 110.0;
set LK 1000.0; # Unloaing stiffness degradation effects are neglected; FEMA-P695 Appandix E.
set LA 1000.0; # Accelerated stiffness degradation effects are neglected; FEMA-P695 Appandix E.
set cS 1.0;
set cK 1.0;
set cA 1.0;
set cD 1.0;
set DP 1.0;
set DN 1.0;
set ResP 0.0;
set ResN 0.0;
set th_pcP 0.1; # this value is due to lack of data in the post-capping region, Haselton et al., 2011.
set th_pcN 0.1; # this value is due to lack of data in the post-capping region, Haselton et al., 2011.

#------------------------------------------------------------------------------------------------------------------------------------------------
# Define column springs--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
# rotSpring2DModIKModel id ndR ndC K asPos asNeg MyPos MyNeg LS LK LA LD cS cK cA cD th_p+ th_p- th_pc+ th_pc- Res+ Res- th_u+ th_u- D+ D-

# column springs at Story 1 (corner columns)
rotSpring2DModIKModel 1 11 117 [expr 150.7e3 / 0.011] 0.03178 0.03178 150.7e3 [expr (-1)*150.7e3] $LS $LK $LA $LD $cS $cK $cA $cD 0.045 0.045 $th_pcP $th_pcN $ResP $ResN 0.156 0.156 $DP $DN;
#............................................................................................................................................................................................................................
# create region for frame column springs-------------------------------------------------------------------------------------------------------------------------------------
# command: region $regionID -ele $ele_1_ID $ele_2_ID...

region 1 -ele 1;

# define beam springs------------------------------------------------------------------------------------------------------------------------------------------------------


#beam springs at Floor 2
set Mybeam 92.8e+3;

# Eigenvalue Analysis--------------------------------------------------------------------------------------------------

# Define & apply damping
set xDamp 0.05;
set Lambda [eigen 1];
set omega [expr pow($Lambda,0.5)];
set alphaM 0.0;
set betaKcurr 0.0;
set betaKcomm [expr 2.*$xDamp/($omega)];
set betaKinit 0.0;
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm;

set PI 3.14;
set T [expr 2.0*$PI/$omega];
puts "T = $T";

# Gravity Loads & Gravity Analysis-------------------------------------------------------------------------------------
# apply gravity loads

# pattern Plain 101 Constant {
#
# eleLoad -ele 212 -type -beamUniform [expr (-1)*40934.6875*$g / 13.5]; # beams level 2 (in -ydirection)
# }

# Gravity-analysis: load-controlled static analysis--------------------------------------------------------------------
set Tol 1.0e-6; # convergence tolerance for test
constraints Lagrange; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization)
system BandGeneral; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 6; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1.0/$NstepGravity]; # 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"

[fmk]

node 12 is floating in space, i.e. hanging, i.e. not fixed or connected to anything.

[EQpkm]

OMG!!!
thank you very much!