G2 Example 13

G2Example13.py

# ------------------------------------------------------------------------
# The following Python code is implemented by Professor Terje Haukaas at
# the University of British Columbia in Vancouver, Canada. It is made
# freely available online at terje.civil.ubc.ca together with notes,
# examples, and additional Python code. Please be cautious when using
# this code; it may contain bugs and comes without warranty of any kind.
# ------------------------------------------------------------------------

# Input [N, m, kg, sec]
elementType = 12
L = 5.0
nel = 5
F = 200e3
E = 200e9
fy = 350e6
alpha = 0.02
hw = 0.355
bf = 0.365
tf = 0.018
tw = 0.011
nf = 2
nw = 8
nsec = 7
nsteps = 20
dt = 1/nsteps
KcalcFrequency = 1
maxIter = 100
tol = 1e-5
trackNode = nel+1
trackDOF = 1

# *************************** #
#           G2                #
# *************************** #

from G2AnalysisNonlinearStatic import *
from G2Model import *

NODES = []
for i in range(nel+1):
    NODES.append([0.0, i*L/nel])

CONSTRAINTS = [[1, 1, 1]]
for i in range(nel):
    CONSTRAINTS.append([0, 0, 0])

ELEMENTS = []
for i in range(nel):
    ELEMENTS.append([elementType, nsec, 0.0, i+1, i+2])

SECTIONS = []
for i in range(nel):
    SECTIONS.append(['WideFlange', hw, bf, tf, tw, nf, nw])

MATERIALS = []
for i in range(nel):
    MATERIALS.append(['Bilinear', E, fy, alpha])

LOADS = np.zeros((nel+1, 3))
LOADS[nel, 0] = F

MASS = [[0, 0, 0]]
for i in range(nel):
    MASS.append([0, 0, 0])

a = [NODES, CONSTRAINTS, ELEMENTS, SECTIONS, MATERIALS, LOADS, MASS]
m = model(a)
loadFactor, u, dudx = nonlinearStaticAnalysis(m, nsteps, dt, maxIter, KcalcFrequency, tol, trackNode, trackDOF, [])

# *************************** #
#          OpenSees           #
# *************************** #
import matplotlib.pyplot as plt
from sys import platform
if platform == "darwin":
    from openseespymac.opensees import *
elif platform == "win32":
    from openseespy.opensees import *
else:
    print("Cannot handle this type of operating system")
    import sys
    sys.exit()

model('basic', '-ndm', 2, '-ndf', 3)
uniaxialMaterial('Steel01', 1, fy, E, alpha)
section('WFSection2d', 1, 1, hw, tw, bf, tf, nw, nf)

for i in range(nel+1):
    node(i+1, 0.0, i*L/nel)

fix(1, 1, 1, 1)

beamIntegration('Legendre', 1, 1, nsec)
geomTransf('Linear', 1)

for i in range(nel):
    element('dispBeamColumn', i+1, i+1, i+2, 1, 1)

timeSeries("Linear", 1)
pattern("Plain", 1, 1)
load(nel+1, F, 0.0, 0.0)

system("ProfileSPD")
numberer("Plain")
constraints("Plain")
integrator('LoadControl', dt)
algorithm("Newton")
test('NormDispIncr', 1e-8, 100, 0)
analysis("Static")

timeArray = [0.0]
dispArray = [0.0]
for i in range(nsteps):
    analyze(1)
    timeArray.append(getTime())
    dispArray.append(nodeDisp(nel+1, 1))

plt.ion()
plt.figure()
plt.plot(dispArray, timeArray, 'bs-', label='Top displacement')
plt.xlabel("Displacement")
plt.ylabel("Pseudo Time")
plt.title("Response (G2-max=%.3f, OpenSees-max=%.3f)" % (np.max(u), np.max(dispArray)))
print('\n'"Click somewhere in the plot to continue...")
plt.waitforbuttonpress()