feat: initial otko import

examples/data/Ex2a.Canti2D.ElasticElement.Push.tcl.txt

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+# --------------------------------------------------------------------------------------------------
+# Example 2. 2D cantilever column, static pushover
+#			Silvia Mazzoni & Frank McKenna, 2006
+#
+#    ^Y
+#    |
+#    2       __ 
+#    |          | 
+#    |          |
+#    |          |
+#  (1)       LCol
+#    |          |
+#    |          |
+#    |          |
+#  =1=      _|_  -------->X
+#
+
+# SET UP ----------------------------------------------------------------------------
+# units: kip, inch, sec
+wipe;					# clear memory of all past model definitions
+file mkdir Data; 				# create data directory
+model BasicBuilder -ndm 2 -ndf 3;		# Define the model builder, ndm=#dimension, ndf=#dofs
+
+
+# define GEOMETRY -------------------------------------------------------------
+set LCol 432; 		# column length
+set Weight 2000; 		# superstructure weight
+# define section geometry
+set HCol 60; 		# Column Depth
+set BCol 60;		# Column Width
+
+# calculated parameters
+set PCol $Weight; 		# nodal dead-load weight per column
+set g 386.4;			# g.
+set Mass [expr $PCol/$g];		# nodal mass
+# calculated geometry parameters
+set ACol [expr $BCol*$HCol*1000];				# cross-sectional area, make stiff
+set IzCol [expr 1./12.*$BCol*pow($HCol,3)]; 			# Column moment of inertia
+
+# nodal coordinates:
+node 1 0 0;			# node#, X, Y
+node 2 0 $LCol 		
+
+# Single point constraints -- Boundary Conditions
+fix 1 1 1 1; 			# node DX DY RZ
+
+# nodal masses:
+mass 2 $Mass  1e-9 0.;		# node#, Mx My Mz, Mass=Weight/g, neglect rotational inertia at nodes
+
+# Define ELEMENTS -------------------------------------------------------------
+# Material parameters
+set fc -4.; 		# CONCRETE Compressive Strength (+Tension, -Compression)
+set Ec [expr 57*sqrt(-$fc*1000)]; 	# Concrete Elastic Modulus (the term in sqr root needs to be in psi
+
+# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
+set ColTransfTag 1; 			# associate a tag to column transformation
+geomTransf Linear $ColTransfTag  ; 	
+
+# element connectivity:
+element elasticBeamColumn 1 1 2 $ACol $Ec $IzCol $ColTransfTag;			# self-explanatory when using variables
+
+# Define RECORDERS -------------------------------------------------------------
+recorder Node -file Data/DFree.out -time -node 2 -dof 1 2 3 disp;		# displacements of free nodes
+recorder Node -file Data/DBase.out -time -node 1 -dof 1 2 3 disp;		# displacements of support nodes
+recorder Node -file Data/RBase.out -time -node 1 -dof 1 2 3 reaction;		# support reaction
+recorder Drift -file Data/Drift.out -time -iNode 1 -jNode 2 -dof 1   -perpDirn 2 ;	# lateral drift
+recorder Element -file Data/FCol.out -time -ele 1 globalForce;			# element forces -- column
+
+# define GRAVITY -------------------------------------------------------------
+pattern Plain 1 Linear {
+   load 2 0 -$PCol 0
+}
+
+# ------------------------------------------------- apply gravity load
+set Tol 1.0e-8;			# convergence tolerance for test
+constraints Plain;     		# how it handles boundary conditions
+numberer Plain;			# renumber dof's to minimize band-width (optimization), if you want to
+system BandGeneral;		# how to store and solve the system of equations in the analysis
+test NormDispIncr $Tol 6 ; 		# determine if convergence has been achieved at the end of an iteration step
+algorithm Newton;			# use Newton's solution algorithm: updates tangent stiffness at every iteration
+set NstepGravity 10;  		# apply gravity in 10 steps
+set DGravity [expr 1./$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 $NstepGravity;		# apply gravity
+# ------------------------------------------------- maintain constant gravity loads and reset time to zero
+loadConst -time 0.0
+
+puts "Model Built"
+
+# STATIC PUSHOVER ANALYSIS --------------------------------------------------------------------------------------------------
+#
+# we need to set up parameters that are particular to the model.
+set IDctrlNode 2;			# node where displacement is read for displacement control
+set IDctrlDOF 1;			# degree of freedom of displacement read for displacement contro
+set Dmax [expr 0.01*$LCol];		# maximum displacement of pushover. push to 10% drift.
+set Dincr [expr 0.001*$LCol];		# displacement increment for pushover. you want this to be very small, but not too small to slow down the analysis
+
+# create load pattern for lateral pushover load
+set Hload $Weight;				# define the lateral load as a proportion of the weight so that the pseudo time equals the lateral-load coefficient when using linear load pattern
+pattern Plain 200 Linear {;			# define load pattern -- generalized
+	load 2 $Hload 0.0 0.0 0.0 0.0 0.0;	# define lateral load in static lateral analysis
+}
+
+# ----------- set up analysis parameters
+# CONSTRAINTS handler -- Determines how the constraint equations are enforced in the analysis (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/617.htm)
+#          Plain Constraints -- Removes constrained degrees of freedom from the system of equations (only for homogeneous equations)
+#          Lagrange Multipliers -- Uses the method of Lagrange multipliers to enforce constraints 
+#          Penalty Method -- Uses penalty numbers to enforce constraints --good for static analysis with non-homogeneous eqns (rigidDiaphragm)
+#          Transformation Method -- Performs a condensation of constrained degrees of freedom 
+constraints Plain;		
+
+# DOF NUMBERER (number the degrees of freedom in the domain): (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/366.htm)
+#   determines the mapping between equation numbers and degrees-of-freedom
+#          Plain -- Uses the numbering provided by the user 
+#          RCM -- Renumbers the DOF to minimize the matrix band-width using the Reverse Cuthill-McKee algorithm 
+numberer Plain
+
+# SYSTEM (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/371.htm)
+#   Linear Equation Solvers (how to store and solve the system of equations in the analysis)
+#   -- provide the solution of the linear system of equations Ku = P. Each solver is tailored to a specific matrix topology. 
+#          ProfileSPD -- Direct profile solver for symmetric positive definite matrices 
+#          BandGeneral -- Direct solver for banded unsymmetric matrices 
+#          BandSPD -- Direct solver for banded symmetric positive definite matrices 
+#          SparseGeneral -- Direct solver for unsymmetric sparse matrices 
+#          SparseSPD -- Direct solver for symmetric sparse matrices 
+#          UmfPack -- Direct UmfPack solver for unsymmetric matrices 
+system BandGeneral
+
+# TEST: # convergence test to 
+# Convergence TEST (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/360.htm)
+#   -- Accept the current state of the domain as being on the converged solution path 
+#   -- determine if convergence has been achieved at the end of an iteration step
+#          NormUnbalance -- Specifies a tolerance on the norm of the unbalanced load at the current iteration 
+#          NormDispIncr -- Specifies a tolerance on the norm of the displacement increments at the current iteration 
+#          EnergyIncr-- Specifies a tolerance on the inner product of the unbalanced load and displacement increments at the current iteration 
+set Tol 1.e-8;                        # Convergence Test: tolerance
+set maxNumIter 6;                # Convergence Test: maximum number of iterations that will be performed before "failure to converge" is returned
+set printFlag 0;                # Convergence Test: flag used to print information on convergence (optional)        # 1: print information on each step; 
+set TestType EnergyIncr ;	# Convergence-test type
+test $TestType $Tol $maxNumIter $printFlag;
+
+# Solution ALGORITHM: -- Iterate from the last time step to the current (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/682.htm)
+#          Linear -- Uses the solution at the first iteration and continues 
+#          Newton -- Uses the tangent at the current iteration to iterate to convergence 
+#          ModifiedNewton -- Uses the tangent at the first iteration to iterate to convergence 
+set algorithmType Newton
+algorithm $algorithmType;        
+
+# Static INTEGRATOR: -- determine the next time step for an analysis  (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/689.htm)
+#          LoadControl -- Specifies the incremental load factor to be applied to the loads in the domain 
+#          DisplacementControl -- Specifies the incremental displacement at a specified DOF in the domain 
+#          Minimum Unbalanced Displacement Norm -- Specifies the incremental load factor such that the residual displacement norm in minimized 
+#          Arc Length -- Specifies the incremental arc-length of the load-displacement path 
+# Transient INTEGRATOR: -- determine the next time step for an analysis including inertial effects 
+#          Newmark -- The two parameter time-stepping method developed by Newmark 
+#          HHT -- The three parameter Hilbert-Hughes-Taylor time-stepping method 
+#          Central Difference -- Approximates velocity and acceleration by centered finite differences of displacement 
+integrator DisplacementControl  $IDctrlNode   $IDctrlDOF $Dincr
+
+# ANALYSIS  -- defines what type of analysis is to be performed (http://opensees.berkeley.edu/OpenSees/manuals/usermanual/324.htm)
+#          Static Analysis -- solves the KU=R problem, without the mass or damping matrices. 
+#          Transient Analysis -- solves the time-dependent analysis. The time step in this type of analysis is constant. The time step in the output is also constant. 
+#          variableTransient Analysis -- performs the same analysis type as the Transient Analysis object. The time step, however, is variable. This method is used when 
+#                 there are convergence problems with the Transient Analysis object at a peak or when the time step is too small. The time step in the output is also variable.
+analysis Static
+
+#  ---------------------------------    perform Static Pushover Analysis
+set Nsteps [expr int($Dmax/$Dincr)];        # number of pushover analysis steps
+set ok [analyze $Nsteps];                # this will return zero if no convergence problems were encountered
+
+# ---------------------------------- in case of convergence problems
+if {$ok != 0} {      
+# change some analysis parameters to achieve convergence
+# performance is slower inside this loop
+	set ok 0;
+	set controlDisp 0.0;		# start from zero
+	set D0 0.0;		# start from zero
+	set Dstep [expr ($controlDisp-$D0)/($Dmax-$D0)]
+	while {$Dstep < 1.0 && $ok == 0} {	
+		set controlDisp [nodeDisp $IDctrlNode $IDctrlDOF ]
+		set Dstep [expr ($controlDisp-$D0)/($Dmax-$D0)]
+		set ok [analyze 1 ]
+		if {$ok != 0} {
+			puts "Trying Newton with Initial Tangent .."
+			test NormDispIncr   $Tol 2000  0
+			algorithm Newton -initial
+			set ok [analyze 1 ]
+			test $TestType $Tol $maxNumIter  0
+			algorithm $algorithmType
+		}
+		if {$ok != 0} {
+			puts "Trying Broyden .."
+			algorithm Broyden 8
+			set ok [analyze 1 ]
+			algorithm $algorithmType
+		}
+		if {$ok != 0} {
+			puts "Trying NewtonWithLineSearch .."
+			algorithm NewtonLineSearch .8
+			set ok [analyze 1 ]
+			algorithm $algorithmType
+		}
+	}
+	};      # end if ok !0
+
+puts "DonePushover"