You can find the original Examples:
https://opensees.berkeley.edu/wiki/index.php/Examples_Manual
Original Examples by By Silvia Mazzoni & Frank McKenna, 2006, in Tcl
Converted to OpenSeesPy by SilviaMazzoni, 2020
Each example script does the following:
Introductory Examples The objective of Example 1a and Example 1b is to give an overview of input-file format in OpenSees using simple scripts. These scripts do not take advantage of the Tcl scripting capabilities shown in the later examples. However, they do provide starting a place where the input file is similar to that of more familiar Finite-Element Analysis software. Subsequent examples should be used as the basis for user input files.
############################################################
# EXAMPLE:
# pyEx1a.Canti2D.EQ.tcl.py
# for OpenSeesPy
# --------------------------------------------------------#
# by: Silvia Mazzoni, 2020
# silviamazzoni@yahoo.com
############################################################
# This file was obtained from a conversion of the updated Tcl script
# The Tcl script was obtained by updating the Examples Manual published in the OpenSees Wiki Page
############################################################
# configure Python workspace
import openseespy.opensees as ops
import eSEESminiPy
import os
import math
import numpy as numpy
import matplotlib.pyplot as plt
ops.wipe()
# --------------------------------------------------------------------------------------------------
# Example 1. cantilever 2D
# EQ ground motion with gravity
# all units are in kip, inch, second
# elasticBeamColumn ELEMENT
# Silvia Mazzoni and Frank McKenna, 2006
#
# ^Y
# or
# 2 __
# or |
# or |
# or |
# (1) 36'
# or |
# or |
# or |
# =1= ---- -------->X
#
# SET UP ----------------------------------------------------------------------------
ops.wipe() # clear opensees model
ops.model('basic','-ndm',2,'-ndf',3) # 2 dimensions, 3 dof per node
if not os.path.exists('Data'):
os.mkdir('Data')
# define GEOMETRY -------------------------------------------------------------
# nodal coordinates:
ops.node(1,0,0) # node , X Y
ops.node(2,0,432)
# Single point constraints -- Boundary Conditions
ops.fix(1,1,1,1) # node DX DY RZ
# nodal masses:
ops.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
ops.geomTransf('Linear',1) # associate a tag to transformation
# connectivity: (make A very large, 10e6 times its actual value)
ops.element('elasticBeamColumn',1,1,2,3600000000,4227,1080000,1) # element elasticBeamColumn eleTag iNode jNode A E Iz transfTag
# Define RECORDERS -------------------------------------------------------------
ops.recorder('Node','-file','Data/DFreeEx1aEQ.out','-time','-node',2,'-dof',1,2,3,'disp') # displacements of free nodes
ops.recorder('Node','-file','Data/DBaseEx1aEQ.out','-time','-node',1,'-dof',1,2,3,'disp') # displacements of support nodes
ops.recorder('Node','-file','Data/RBaseEx1aEQ.out','-time','-node',1,'-dof',1,2,3,'reaction') # support reaction
ops.recorder('Element','-file','Data/FColEx1aEQ.out','-time','-ele',1,'globalForce') # element forces -- column
ops.recorder('Element','-file','Data/DColEx1aEQ.out','-time','-ele',1,'deformations') # element deformations -- column
# define GRAVITY -------------------------------------------------------------
ops.timeSeries('Linear',1) # timeSeries Linear 1;
# define Load Pattern
ops.pattern('Plain',1,1) #
ops.load(2,0.,-2000.,0.) # node , FX FY MZ -- superstructure-weight
ops.wipeAnalysis() # adding this to clear Analysis module
ops.constraints('Plain') # how it handles boundary conditions
ops.numberer('Plain') # renumber dofs to minimize band-width (optimization), if you want to
ops.system('BandGeneral') # how to store and solve the system of equations in the analysis
ops.test('NormDispIncr',1.0e-8,6) # determine if convergence has been achieved at the end of an iteration step
ops.algorithm('Newton') # use Newtons solution algorithm: updates tangent stiffness at every iteration
ops.integrator('LoadControl',0.1) # determine the next time step for an analysis, apply gravity in 10 steps
ops.analysis('Static') # define type of analysis static or transient
ops.analyze(10) # perform gravity analysis
ops.loadConst('-time',0.0) # hold gravity constant and restart time
# DYNAMIC ground-motion analysis -------------------------------------------------------------
# create load pattern
# define acceleration vector from file (dt=0.01 is associated with the input file gm)
accelSeries = 900
ops.timeSeries('Path',accelSeries,'-dt',0.01,'-filePath','BM68elc.acc','-factor',1) # timeSeries Path accelSeries -dt 0.01 -filePath BM68elc.acc -factor 1;
ops.pattern('UniformExcitation',2,1,'-accel',accelSeries) # define where and how (pattern tag, dof) acceleration is applied
ops.rayleigh(0.,0.,0.,2*0.02/math.pow(ops.eigen('-fullGenLapack',1)[0],0.5)) # set damping based on first eigen mode
# create the analysis
ops.wipeAnalysis() # clear previously-define analysis parameters
ops.wipeAnalysis() # adding this to clear Analysis module
ops.constraints('Plain') # how it handles boundary conditions
ops.numberer('Plain') # renumber dofs to minimize band-width (optimization), if you want to
ops.system('BandGeneral') # how to store and solve the system of equations in the analysis
ops.test('NormDispIncr',1.0e-8,10) # determine if convergence has been achieved at the end of an iteration step
ops.algorithm('Newton') # use Newtons solution algorithm: updates tangent stiffness at every iteration
ops.integrator('Newmark',0.5,0.25) # determine the next time step for an analysis
ops.analysis('Transient') # define type of analysis: time-dependent
ops.analyze(1000,0.02) # apply 1000 0.02-sec time steps in analysis
print('Done!')
Done!
eSEESminiPy.drawModel()
# plot deformed shape at end of analysis (it may have returned to rest)
# amplify the deformtions by 5
eSEESminiPy.drawDeformedShape(5)
ops.wipe() # the wipe command here closes all recorder files
plt.close('all')
fname3 = 'Data/DFreeEx1aEQ.out'
dataDFree = numpy.loadtxt(fname3)
plt.plot(dataDFree[:,0],dataDFree[:,1])
plt.xlabel('Pseudo-Time (~Force)')
plt.ylabel('Free-Node Disp.')
plt.title('Ex1a.Canti2D.EQ.tcl')
plt.grid(True)
plt.show()
print('End of Run: pyEx1a.Canti2D.EQ.tcl.py')
End of Run: pyEx1a.Canti2D.EQ.tcl.py