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209 | # -*- coding: utf-8 -*-
"""
Created on Mon Apr 22 15:12:06 2019
@author: pchi893
"""
# Converted to openseespy by: Pavan Chigullapally
# University of Auckland
# Email: pchi893@aucklanduni.ac.nz
# Example 2b. 2D cantilever column, dynamic eq ground motion
# EQ ground motion with gravity- uniform excitation of structure
#he nonlinear beam-column element that replaces the elastic element of Example 2a requires the definition of the element cross section, or its behavior. In this example,
#the Uniaxial Section used to define the nonlinear moment-curvature behavior of the element section is "aggregated" to an elastic response for the axial behavior to define
#the required characteristics of the column element in the 2D model. In a 3D model, torsional behavior would also have to be aggregated to this section.
#Note:In this example, both the axial behavior (typically elastic) and the flexural behavior (moment curvature) are defined indepenently and are then "aggregated" into a section.
#This is a characteristic of the uniaxial section: there is no coupling of behaviors.
#To run EQ ground-motion analysis (BM68elc.acc needs to be downloaded into the same directory)
#the problem description can be found here: http://opensees.berkeley.edu/wiki/index.php/Examples_Manual(example:2b)
# --------------------------------------------------------------------------------------------------
# OpenSees (Tcl) code by: Silvia Mazzoni & Frank McKenna, 2006
#
# ^Y
# |
# 2 __
# | |
# | |
# | |
# (1) LCol
# | |
# | |
# | |
# =1= _|_ -------->X
#
# SET UP ----------------------------------------------------------------------------
import openseespy.opensees as op
#import the os module
import os
import math
op.wipe()
#########################################################################################################################################################################
#to create a directory at specified path with name "Data"
os.chdir('C:\\Opensees Python\\OpenseesPy examples')
#this will create the directory with name 'Data' and will update it when we rerun the analysis, otherwise we have to keep deleting the old 'Data' Folder
dir = "C:\\Opensees Python\\OpenseesPy examples\\Data-2b"
if not os.path.exists(dir):
os.makedirs(dir)
#this will create just 'Data' folder
#os.mkdir("Data")
#detect the current working directory
#path1 = os.getcwd()
#print(path1)
#########################################################################################################################################################################
#########################################################################################################################################################################
op.model('basic', '-ndm', 2, '-ndf', 3)
LCol = 432.0 # column length
Weight = 2000.0 # superstructure weight
# define section geometry
HCol = 60.0 # Column Depth
BCol = 60.0 # Column Width
PCol =Weight # nodal dead-load weight per column
g = 386.4
Mass = PCol/g
ACol = HCol*BCol*1000 # cross-sectional area, make stiff
IzCol = (BCol*math.pow(HCol,3))/12 # Column moment of inertia
op.node(1, 0.0, 0.0)
op.node(2, 0.0, LCol)
op.fix(1, 1, 1, 1)
op.mass(2, Mass, 1e-9, 0.0)
#Define Elements and Sections
ColMatTagFlex = 2
ColMatTagAxial = 3
ColSecTag = 1
BeamSecTag = 2
fc = -4.0 # CONCRETE Compressive Strength (+Tension, -Compression)
Ec = 57*math.sqrt(-fc*1000) # Concrete Elastic Modulus (the term in sqr root needs to be in psi
#Column Section
EICol = Ec*IzCol # EI, for moment-curvature relationship
EACol = Ec*ACol # EA, for axial-force-strain relationship
MyCol = 130000.0 #yield Moment calculated
PhiYCol = 0.65e-4 # yield curvature
EIColCrack = MyCol/PhiYCol # cracked section inertia
b = 0.01 # strain-hardening ratio (ratio between post-yield tangent and initial elastic tangent)
op.uniaxialMaterial('Steel01', ColMatTagFlex, MyCol, EIColCrack, b) #steel moment curvature isused for Mz of the section only, # bilinear behavior for flexure
op.uniaxialMaterial('Elastic', ColMatTagAxial, EACol) # this is not used as a material, this is an axial-force-strain response
op.section('Aggregator', ColSecTag, ColMatTagAxial, 'P', ColMatTagFlex, 'Mz') # combine axial and flexural behavior into one section (no P-M interaction here)
ColTransfTag = 1
op.geomTransf('Linear', ColTransfTag)
numIntgrPts = 5
eleTag = 1
op.element('nonlinearBeamColumn', eleTag, 1, 2, numIntgrPts, ColSecTag, ColTransfTag)
op.recorder('Node', '-file', 'Data-2b/DFree.out','-time', '-node', 2, '-dof', 1,2,3, 'disp')
op.recorder('Node', '-file', 'Data-2b/DBase.out','-time', '-node', 1, '-dof', 1,2,3, 'disp')
op.recorder('Node', '-file', 'Data-2b/RBase.out','-time', '-node', 1, '-dof', 1,2,3, 'reaction')
#op.recorder('Drift', '-file', 'Data-2b/Drift.out','-time', '-node', 1, '-dof', 1,2,3, 'disp')
op.recorder('Element', '-file', 'Data-2b/FCol.out','-time', '-ele', 1, 'globalForce')
op.recorder('Element', '-file', 'Data-2b/ForceColSec1.out','-time', '-ele', 1, 'section', 1, 'force')
#op.recorder('Element', '-file', 'Data-2b/DCol.out','-time', '-ele', 1, 'deformations')
#defining gravity loads
op.timeSeries('Linear', 1)
op.pattern('Plain', 1, 1)
op.load(2, 0.0, -PCol, 0.0)
Tol = 1e-8 # convergence tolerance for test
NstepGravity = 10
DGravity = 1/NstepGravity
op.integrator('LoadControl', DGravity) # determine the next time step for an analysis
op.numberer('Plain') # renumber dof's to minimize band-width (optimization), if you want to
op.system('BandGeneral') # how to store and solve the system of equations in the analysis
op.constraints('Plain') # how it handles boundary conditions
op.test('NormDispIncr', Tol, 6) # determine if convergence has been achieved at the end of an iteration step
op.algorithm('Newton') # use Newton's solution algorithm: updates tangent stiffness at every iteration
op.analysis('Static') # define type of analysis static or transient
op.analyze(NstepGravity) # apply gravity
op.loadConst('-time', 0.0) #maintain constant gravity loads and reset time to zero
#applying Dynamic Ground motion analysis
GMdirection = 1
GMfile = 'BM68elc.acc'
GMfact = 1.0
Lambda = op.eigen('-fullGenLapack', 1) # eigenvalue mode 1
import math
Omega = math.pow(Lambda, 0.5)
betaKcomm = 2 * (0.02/Omega)
xDamp = 0.02 # 2% damping ratio
alphaM = 0.0 # M-prop. damping; D = alphaM*M
betaKcurr = 0.0 # K-proportional damping; +beatKcurr*KCurrent
betaKinit = 0.0 # initial-stiffness proportional damping +beatKinit*Kini
op.rayleigh(alphaM,betaKcurr, betaKinit, betaKcomm) # RAYLEIGH damping
# Uniform EXCITATION: acceleration input
IDloadTag = 400 # load tag
dt = 0.01 # time step for input ground motion
GMfatt = 1.0 # data in input file is in g Unifts -- ACCELERATION TH
maxNumIter = 10
op.timeSeries('Path', 2, '-dt', dt, '-filePath', GMfile, '-factor', GMfact)
op.pattern('UniformExcitation', IDloadTag, GMdirection, '-accel', 2)
op.wipeAnalysis()
op.constraints('Transformation')
op.numberer('Plain')
op.system('BandGeneral')
op.test('EnergyIncr', Tol, maxNumIter)
op.algorithm('ModifiedNewton')
NewmarkGamma = 0.5
NewmarkBeta = 0.25
op.integrator('Newmark', NewmarkGamma, NewmarkBeta)
op.analysis('Transient')
DtAnalysis = 0.01
TmaxAnalysis = 10.0
Nsteps = int(TmaxAnalysis/ DtAnalysis)
ok = op.analyze(Nsteps, DtAnalysis)
tCurrent = op.getTime()
# for gravity analysis, load control is fine, 0.1 is the load factor increment (http://opensees.berkeley.edu/wiki/index.php/Load_Control)
test = {1:'NormDispIncr', 2: 'RelativeEnergyIncr', 4: 'RelativeNormUnbalance',5: 'RelativeNormDispIncr', 6: 'NormUnbalance'}
algorithm = {1:'KrylovNewton', 2: 'SecantNewton' , 4: 'RaphsonNewton',5: 'PeriodicNewton', 6: 'BFGS', 7: 'Broyden', 8: 'NewtonLineSearch'}
for i in test:
for j in algorithm:
if ok != 0:
if j < 4:
op.algorithm(algorithm[j], '-initial')
else:
op.algorithm(algorithm[j])
op.test(test[i], Tol, 1000)
ok = op.analyze(Nsteps, DtAnalysis)
print(test[i], algorithm[j], ok)
if ok == 0:
break
else:
continue
u2 = op.nodeDisp(2, 1)
print("u2 = ", u2)
op.wipe()
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