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156 | # -*- 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
# Example4. 2D Portal Frame-- Dynamic EQ input analysis-- Bidirectional-uniform support excitation using acceleration timeseries
#To run Uniaxial Inelastic Material, Fiber Section, Nonlinear Mode, Bidirectional-uniform earthquake ground motion:First import the InelasticFiberSectionPortal2Dframe.py
#(upto gravity loading is already in this script) and run the current script
#To run EQ ground-motion analysis (ReadRecord.py, H-E12140.AT2 and H-E01140.AT2 needs to be downloaded into the same directory)
# Bidirectional-uniform support excitation using acceleration timeseries (different accelerations are input at all support nodes in two directions) -- two support nodes here
#the problem description can be found here:
#http://opensees.berkeley.edu/wiki/index.php/Examples_Manual and http://opensees.berkeley.edu/wiki/index.php/OpenSees_Example_4._Portal_Frame(example: 4)
# --------------------------------------------------------------------------------------------------
# OpenSees (Tcl) code by: Silvia Mazzoni & Frank McKenna, 2006
# --------------------------------------------------------------------------------------------------
##########################################################################################################################################################################
import openseespy.opensees as op
#import the os module
#import os
import math
op.wipe()
##########################################################################################################################################################################
from InelasticFiberSectionPortal2Dframe import *
# execute this file after you have built the model, and after you apply gravity
#
# MultipleSupport Earthquake ground motion (different displacement input at spec'd support nodes) -- two nodes here
#applying Dynamic Ground motion analysis
#iSupportNode = [1, 2]
iGMfact = [1.5, 0.25]
iGMdirection = [1, 2]
iGMfile = ['H-E01140', 'H-E12140']
DtAnalysis = 0.01*sec # time-step Dt for lateral analysis
TmaxAnalysis = 10.0*sec # maximum duration of ground-motion analysis
Tol = 1e-8
# define DAMPING--------------------------------------------------------------------------------------
# apply Rayleigh DAMPING from $xDamp
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
Lambda = op.eigen('-fullGenLapack', 1) # eigenvalue mode 1
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
#--------------------------------------------------------------------------------------
# --------------------------------- perform Dynamic Ground-Motion Analysis
# the following commands are unique to the Multiple-Support Earthquake excitation
# Set some parameters
IDloadTag = 400 # load tag
# read a PEER strong motion database file, extracts dt from the header and converts the file
# to the format OpenSees expects for Uniform/multiple-support ground motions
record = ['H-E01140', 'H-E12140']
#dt =[]
#nPts = []
import ReadRecord
#this is similar to uniform excitation in single direction
count = 2
for i in range(len(iGMdirection)):
IDloadTag = IDloadTag+count
record_single = record[i]
GMfatt = (iGMfact[i])*g
dt, nPts = ReadRecord.ReadRecord(record_single+'.AT2', record_single+'.dat')
op.timeSeries('Path', count, '-dt', dt, '-filePath', record_single+'.dat', '-factor', GMfatt)
op.pattern('UniformExcitation', IDloadTag, iGMdirection[i], '-accel', 2)
count = count + 1
maxNumIter = 10
op.wipeAnalysis()
op.constraints('Transformation')
op.numberer('RCM')
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')
#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', 3:'EnergyIncr', 4: 'RelativeNormUnbalance',5: 'RelativeNormDispIncr', 6: 'NormUnbalance'}
algorithm = {1:'KrylovNewton', 2: 'SecantNewton' , 3:'ModifiedNewton' , 4: 'RaphsonNewton',5: 'PeriodicNewton', 6: 'BFGS', 7: 'Broyden', 8: 'NewtonLineSearch'}
#tFinal = TmaxAnalysis
tFinal = nPts*dt
time = [tCurrent]
u3 = [0.0]
u4 = [0.0]
ok = 0
while tCurrent < tFinal:
# ok = op.analyze(1, .01)
for i in test:
for j in algorithm:
if j < 4:
op.algorithm(algorithm[j], '-initial')
else:
op.algorithm(algorithm[j])
while ok == 0 and tCurrent < tFinal:
op.test(test[i], Tol, maxNumIter)
NewmarkGamma = 0.5
NewmarkBeta = 0.25
op.integrator('Newmark', NewmarkGamma, NewmarkBeta)
op.analysis('Transient')
ok = op.analyze(1, .01)
if ok == 0 :
tCurrent = op.getTime()
time.append(tCurrent)
u3.append(op.nodeDisp(3,1))
u4.append(op.nodeDisp(4,1))
print(test[i], algorithm[j], 'tCurrent=', tCurrent)
import matplotlib.pyplot as plt
plt.figure(figsize=(8,8))
plt.plot(time, u3)
plt.ylabel('Horizontal Displacement of node 3 (in)')
plt.xlabel('Time (s)')
plt.savefig('Horizontal Disp at Node 3 vs time-uniform excitation-acctime.jpeg', dpi = 500)
plt.show()
plt.figure(figsize=(8,8))
plt.plot(time, u4)
plt.ylabel('Horizontal Displacement of node 4 (in)')
plt.xlabel('Time (s)')
plt.savefig('Horizontal Disp at Node 4 vs time-uniform excitation-acctime.jpeg', dpi = 500)
plt.show()
#
op.wipe()
|