# --------------------------------------------------------------------------------------------------
# Example 1. cantilever 2D
# EQ ground motion with gravity
# all units are in kip, inch, second
# elasticBeamColumn ELEMENT
#		Silvia Mazzoni & Frank McKenna, 2006
#
#    ^Y
#    |
#    2       __ 
#    |         | 
#    |         | 
#    |         | 
#  (1)      36'
#    |         | 
#    |         | 
#    |         | 
#  =1=    ----  -------->X
#

# SET UP ----------------------------------------------------------------------------
wipe;						# clear opensees model
model basic -ndm 2 -ndf 3;				# 2 dimensions, 3 dof per node
file mkdir Data; 					# create data directory

# define GEOMETRY -------------------------------------------------------------
# nodal coordinates:
node 1 0 0;					# node#, X Y
node 2 0 432

# Single point constraints -- Boundary Conditions
fix 1 1 1 1; 			# node DX DY RZ

# nodal masses:
mass 2 5.18 1.e-9 0.;					# node#, Mx My Mz, Mass=Weight/g.

# Define ELEMENTS -------------------------------------------------------------
# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
geomTransf Linear 1;  		# associate a tag to transformation

# connectivity: (make A very large, 10e6 times its actual value)
element elasticBeamColumn 1 1 2 3600000000 4227 1080000 1;	# element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag

# 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
recorder Element -file Data/DCol.out -time -ele 1 deformations;			# element deformations -- column

# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
   load 2 0. -2000. 0.;			# node#, FX FY MZ --  superstructure-weight
}
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 1.0e-8 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
integrator LoadControl 0.1;				# determine the next time step for an analysis, # apply gravity in 10 steps
analysis Static					# define type of analysis static or transient
analyze 10;					# perform gravity analysis
loadConst -time 0.0;				# hold gravity constant and restart time

# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
set accelSeries "Series -dt 0.01 -filePath BM68elc.acc -factor 1";	# define acceleration vector from file (dt=0.01 is associated with the input file gm)
pattern UniformExcitation 2 1 -accel $accelSeries;		# define where and how (pattern tag, dof) acceleration is applied
rayleigh 0. 0. 0. [expr 2*0.02/pow([eigen 1],0.5)];		# set damping based on first eigen mode

# create the analysis
wipeAnalysis;					# clear previously-define analysis parameters
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 1.0e-8 10;				# 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
integrator Newmark 0.5 0.25 ;			# determine the next time step for an analysis
analysis Transient;					# define type of analysis: time-dependent
analyze 1000 0.02;					# apply 1000 0.02-sec time steps in analysis


puts "Done!"