1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158 | # -*- 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-- multiple-support excitation using displacement timeseries
#To run Uniaxial Inelastic Material, Fiber Section, Nonlinear Mode, MultipleSupport 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.DT2 needs to be downloaded into the same directory)
# MultipleSupport Earthquake ground motion (different displacement input at specified support nodes) -- two 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, 1.25]
iGMdirection = [1, 1]
iGMfile = ['H-E12140', '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
IDgmSeries = 500 # for multipleSupport Excitation
# 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-E12140', 'H-E12140']
#dt =[]
#nPts = []
import ReadRecord
# Permform the conversion from SMD record to OpenSees record
#dt, nPts = ReadRecord.ReadRecord(record+'.at2', record+'.dat')
#print(dt, nPts)
count = 2
#use displacement series, create time series('Path'), then create multi-support excitation patter (gmtag, 'Plain'), then create imposed ground motion
#using groundmotion('nodetag', gmtag), run this in a loop for each support or node where the earthquake load is going to be applied.
op.pattern('MultipleSupport', IDloadTag)
for i in range(len(iSupportNode)):
record_single = record[i]
GMfatt = (iGMfact[i])*cm
dt, nPts = ReadRecord.ReadRecord(record_single+'.DT2', record_single+'.dat')
op.timeSeries('Path', count, '-dt', dt, '-filePath', record_single+'.dat', '-factor', GMfatt)
op.groundMotion(IDgmSeries+count, 'Plain', '-disp', count)
op.imposedMotion(iSupportNode[i], iGMdirection[i], IDgmSeries+count)
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-multiple support excitation-disptime.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-multiple support excitation-disptime.jpeg', dpi = 500)
plt.show()
op.wipe()
|