def test_recorder_time_step_can_handle_fp_precision():
import tempfile
opy.model('basic', '-ndm', 2, '-ndf', 3)
opy.node(1, 0.0, 0.0)
opy.node(2, 0.0, 5.0)
opy.fix(2, 0, 1, 0)
opy.fix(1, 1, 1, 1)
opy.equalDOF(2, 1, 2)
opy.mass(2, 1.0, 0.0, 0.0)
opy.geomTransf('Linear', 1, '-jntOffset')
opy.element('elasticBeamColumn', 1, 1, 2, 1.0, 1e+06, 0.00164493, 1)
opy.timeSeries('Path', 1, '-dt', 0.1, '-values', 0.0, -0.001, 0.001,
-0.015, 0.033, 0.105, 0.18)
opy.pattern('UniformExcitation', 1, 1, '-accel', 1)
opy.rayleigh(0.0, 0.0159155, 0.0, 0.0)
opy.wipeAnalysis()
opy.algorithm('Newton')
opy.system('SparseSYM')
opy.numberer('RCM')
opy.constraints('Transformation')
opy.integrator('Newmark', 0.5, 0.25)
opy.analysis('Transient')
opy.test('EnergyIncr', 1e-07, 10, 0, 2)
node_rec_ffp = tempfile.NamedTemporaryFile(delete=False).name
ele_rec_ffp = tempfile.NamedTemporaryFile(delete=False).name
rdt = 0.01
adt = 0.001
opy.recorder('Node', '-file', node_rec_ffp, '-precision', 16, '-dT', rdt,
'-rTolDt', 0.00001, '-time', '-node', 1, '-dof', 1, 'accel')
opy.recorder('Element', '-file', ele_rec_ffp, '-precision', 16, '-dT', rdt,
'-rTolDt', 0.00001, '-time', '-ele', 1, 'force')
opy.record()
for i in range(1100):
opy.analyze(1, adt)
opy.getTime()
opy.wipe()
a = open(node_rec_ffp).read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < adt * 0.1, (i, dt)
a = open(ele_rec_ffp).read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < adt * 0.1, (i, dt)
# Gravity load analysis and eigenvalue analysis # # Units: kips, in, sec # # Written: Andreas Schellenberg ([email protected]) # Date: June 2017 # import the OpenSees Python module import opensees as ops # ------------------------------ # Start of model generation # ------------------------------ # remove existing model ops.wipe() # create ModelBuilder (with two-dimensions and 3 DOF/node) ops.model("BasicBuilder", "-ndm",2, "-ndf",3) # set default units ops.defaultUnits("-force", "kip", "-length", "in", "-time", "sec", "-temp", "F") # Create nodes # ------------ # Set parameters for overall model geometry width = 360.0 height = 144.0 # create nodes & add to Domain - command: node nodeId xCrd yCrd ops.node(1, 0.0, 0.0)
# import openseespy.opensees as ops
import opensees as ops # local compilation
import opsvis as opsv
import matplotlib.pyplot as plt
ops.wipe()
ops.model('basic', '-ndm', 2, '-ndf', 2)
ops.node(1, 0., 0.)
ops.node(2, 0., 1.)
ops.node(3, 0., 2.)
ops.node(4, 0., 3.)
ops.node(5, 0., 4.)
ops.node(6, 1., 0.)
ops.node(7, 1., 1.)
ops.node(8, 1., 2.)
ops.node(9, 1., 3.)
ops.node(10, 1., 4.)
ops.node(11, 2., 0.)
ops.node(12, 2., 1.)
ops.node(13, 2., 2.)
ops.node(14, 2., 3.)
ops.node(15, 2., 4.)
ops.node(16, 3., 0.)
ops.node(17, 3., 1.)
ops.node(18, 3., 2.)
ops.node(19, 3., 3.)
ops.node(20, 3., 4.)
ops.node(21, 4., 0.)
ops.node(22, 4., 1.)
ops.node(23, 4., 2.)
E = 69e6
# in kPa
Diameter = 0.635
# outer diameter [m]
Thickness = 0.039
# thickness [m]
Inner_Diameter = Diameter - 2 * Thickness
A = math.pi * (Diameter**2 - Inner_Diameter**2) / 4.0
Iz = math.pi / 4 * (Diameter**4 - Inner_Diameter**4)
Iy = Iz
G = 26e6
# in kPa
J = Iz + Iy
# wipe the model
op.wipe()
# spring nodes created with 2 dim, 3 dof
op.model('basic', '-ndm', 2, '-ndf', 3)
# create nodes
#---- Pile Node
op.node(1, 0.0, 0.0)
op.node(2, 0.0, 0.5)
op.node(3, 0.0, 1.0)
#---- Soil Node
op.node(4, 0.0, 0.5)
op.node(5, 0.0, 0)
# fix the soil nodes
op.fix(4, 1, 1, 1)
op.fix(5, 1, 1, 1)
def get_inelastic_response(mass,
k_spring,
f_yield,
motion,
dt,
xi=0.05,
r_post=0.0):
"""
Run seismic analysis of a nonlinear SDOF
:param mass: SDOF mass
:param k_spring: spring stiffness
:param f_yield: yield strength
:param motion: list, acceleration values
:param dt: float, time step of acceleration values
:param xi: damping ratio
:param r_post: post-yield stiffness
:return:
"""
op.wipe()
op.model('basic', '-ndm', 2, '-ndf', 3) # 2 dimensions, 3 dof per node
# Establish nodes
bot_node = 1
top_node = 2
op.node(bot_node, 0., 0.)
op.node(top_node, 0., 0.)
# Fix bottom node
op.fix(top_node, opc.FREE, opc.FIXED, opc.FIXED)
op.fix(bot_node, opc.FIXED, opc.FIXED, opc.FIXED)
# Set out-of-plane DOFs to be slaved
op.equalDOF(1, 2, *[2, 3])
# nodal mass (weight / g):
op.mass(top_node, mass, 0., 0.)
# Define material
bilinear_mat_tag = 1
mat_type = "Steel01"
mat_props = [f_yield, k_spring, r_post]
op.uniaxialMaterial(mat_type, bilinear_mat_tag, *mat_props)
# Assign zero length element
beam_tag = 1
op.element('zeroLength', beam_tag, bot_node, top_node, "-mat",
bilinear_mat_tag, "-dir", 1, '-doRayleigh', 1)
# Define the dynamic analysis
load_tag_dynamic = 1
pattern_tag_dynamic = 1
values = list(-1 * motion) # should be negative
op.timeSeries('Path', load_tag_dynamic, '-dt', dt, '-values', *values)
op.pattern('UniformExcitation', pattern_tag_dynamic, opc.X, '-accel',
load_tag_dynamic)
# set damping based on first eigen mode
angular_freq = op.eigen('-fullGenLapack', 1)**0.5
alpha_m = 0.0
beta_k = 2 * xi / angular_freq
beta_k_comm = 0.0
beta_k_init = 0.0
op.rayleigh(alpha_m, beta_k, beta_k_init, beta_k_comm)
# Run the dynamic analysis
op.wipeAnalysis()
op.algorithm('Newton')
op.system('SparseGeneral')
op.numberer('RCM')
op.constraints('Transformation')
op.integrator('Newmark', 0.5, 0.25)
op.analysis('Transient')
tol = 1.0e-10
iterations = 10
op.test('EnergyIncr', tol, iterations, 0, 2)
analysis_time = (len(values) - 1) * dt
analysis_dt = 0.001
outputs = {
"time": [],
"rel_disp": [],
"rel_accel": [],
"rel_vel": [],
"force": []
}
while op.getTime() < analysis_time:
curr_time = op.getTime()
op.analyze(1, analysis_dt)
outputs["time"].append(curr_time)
outputs["rel_disp"].append(op.nodeDisp(top_node, 1))
outputs["rel_vel"].append(op.nodeVel(top_node, 1))
outputs["rel_accel"].append(op.nodeAccel(top_node, 1))
op.reactions()
outputs["force"].append(
-op.nodeReaction(bot_node, 1)) # Negative since diff node
op.wipe()
for item in outputs:
outputs[item] = np.array(outputs[item])
return outputs
import opensees opensees.wipe()
def BuildOpsModel(GRS):
ops.wipe()
ops.model('BasicBuilder', '-ndm', 3, '-ndf', 6)
# material
matID = 66
matID1 = 67
sY = 235. * un.MPa
if GRS.MatNL == False:
ops.uniaxialMaterial('Elastic', matID, GRS.Es)
else:
ops.uniaxialMaterial('Steel4', matID1, sY, GRS.Es, '-kin', 4e-3, 50., 0.05, 0.15, '-ult', 360.* un.MPa, 5., )
ops.uniaxialMaterial('MinMax', matID, matID1, '-min', -0.20, '-max', 0.20)
#ops.uniaxialMaterial('Steel4', matID, sY, GRS.Es, '-kin', 1e-2, 50., 0.05, 0.15, '-ult', 360.* un.MPa, 10., )
#ops.uniaxialMaterial('Steel4', matID, sY, GRS.Es, '-kin', 1e-2, 50., 0.05, 0.15)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 210. * 1e7, sY / GRS.Es)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 210. * 1e6, sY / GRS.Es)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 1., sY / GRS.Es) #Oldalnyomasos igy futott le
# cross-section
CHSid = 99
CHSSection(CHSid, matID, GRS.secD, GRS.secT, 8, 1, GRS.Gs*GRS.secIt)
# nodes
for i in range(GRS.nbNsAll):
ops.node(int(100+i), GRS.nsAll.x[i], GRS.nsAll.y[i], GRS.nsAll.z[i])
# ...create zeroLength element nodes...
# end supports
if GRS.SupType==0: # all boundary points fixed for deformations
for i in range(GRS.nbBns):
ops.fix(100+GRS.bn[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 1: # oldalnyomasos
for i in range(len(GRS.bnX)):
ops.fix(100+GRS.bnX[i], 1, 0, 1, 0, 0, 0)
for i in range(len(GRS.bnY)):
ops.fix(100+GRS.bnY[i], 0, 1, 1, 0, 0, 0)
for i in range(len(GRS.bnC)):
ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 2: # oldalnyomasmentes
for i in range(len(GRS.bnX)):
ops.fix(100+GRS.bnX[i], 0, 0, 1, 0, 0, 0)
for i in range(len(GRS.bnY)):
ops.fix(100+GRS.bnY[i], 0, 0, 1, 0, 0, 0)
#for i in range(len(GRS.bnC)):
# ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[0], 1, 1, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[1], 0, 0, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[2], 1, 0, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[3], 0, 0, 1, 0, 0, 0)
elif GRS.SupType == 3: # felmerev #NOT WORKING YET
pass
elif GRS.SupType == 4: # sarkok
for i in range(len(GRS.bnC)):
ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 5: # dome oldalnyomasos
for i in range(GRS.nbBns):
if i==0: ops.fix(100+GRS.bn[i], 1, 1, 1, 0, 0, 0)
elif i==10: ops.fix(100+GRS.bn[i], 0, 1, 1, 0, 0, 0)
else: ops.fix(100+GRS.bn[i], 0, 0, 1, 0, 0, 0)
elif GRS.SupType == 6: # dome #NOT WORKING YET
pass
# transformations
TRtag = 55
if GRS.GeomNL == 1:
TRType = 'Corotational'
ops.geomTransf('Corotational', TRtag, 0., 0., 1.)
else:
TRType = 'Linear'
ops.geomTransf('Linear', TRtag, 0., 0., 1.)
# integration points
gauss = 5
beamIntTag=44
ops.beamIntegration('Lobatto', beamIntTag, CHSid, gauss)
# create elements
for i in range(GRS.nbElAll):
sID = GRS.lsAll.sID[i]
eID = GRS.lsAll.eID[i]
dx = abs(GRS.nsAll.x[sID] - GRS.nsAll.x[eID])
dy = abs(GRS.nsAll.y[sID] - GRS.nsAll.y[eID])
dz = abs(GRS.nsAll.z[sID] - GRS.nsAll.z[eID])
if dx+dy+dz == 0:
ops.equalDOF(eID, sID, 1,2,3,4,5,6) # Grasshopper geomType=4 Zero length elements - should not come here
else:
ops.element('forceBeamColumn', int(1000 + i), int(100+sID), int(100+eID), TRtag, beamIntTag)
import opensees
opensees.wipe()
opensees.uniaxialMaterial("Elastic", 1, 1000.);
opensees.testUniaxialMaterial(1);
for strain in [0.01, 0.02, 0.03, 0.04, 0.05]:
opensees.setStrain(strain);
print "strain: " + str(opensees.getStrain()) + " stress: " + str(opensees.getStress()) + " tangent: " + str(opensees.getTangent());
opensees.uniaxialMaterial("Elastic", 2, 1000.);
opensees.uniaxialMaterial("Parallel", 3, 1, 2);
opensees.testUniaxialMaterial(3);
for strain in [0.01, 0.02, 0.03, 0.04, 0.05]:
opensees.setStrain(strain);
print "strain: " + str(opensees.getStrain()) + " stress: " + str(opensees.getStress()) + " tangent: " + str(opensees.getTangent());
def test_recorder_time_step_is_stable():
opy.model('basic', '-ndm', 2, '-ndf', 2)
opy.loadConst('-time', 1e+13)
opy.node(1, 0.0, 0.0)
opy.node(2, 0.5, 0.0)
opy.node(3, 0.0, -0.5)
opy.node(4, 0.5, -0.5)
opy.equalDOF(3, 4, 1, 2)
opy.node(5, 0.0, -1.0)
opy.node(6, 0.5, -1.0)
opy.equalDOF(5, 6, 1, 2)
opy.node(7, 0.0, -1.5)
opy.node(8, 0.5, -1.5)
opy.equalDOF(7, 8, 1, 2)
opy.node(9, 0.0, -2.0)
opy.node(10, 0.5, -2.0)
opy.equalDOF(9, 10, 1, 2)
opy.node(11, 0.0, -2.5)
opy.node(12, 0.5, -2.5)
opy.equalDOF(11, 12, 1, 2)
opy.node(13, 0.0, -3.0)
opy.node(14, 0.5, -3.0)
opy.equalDOF(13, 14, 1, 2)
opy.fix(13, 0, 1)
opy.fix(14, 0, 1)
opy.node(15, 0.0, -3.0)
opy.node(16, 0.0, -3.0)
opy.fix(15, 1, 1)
opy.fix(16, 0, 1)
opy.equalDOF(13, 14, 1)
opy.equalDOF(13, 16, 1)
opy.nDMaterial('ElasticIsotropic', 1, 212500.0, 0.0, 1.7)
opy.element('SSPquad', 1, 3, 4, 2, 1, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 2, 5, 6, 4, 3, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 3, 7, 8, 6, 5, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 4, 9, 10, 8, 7, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 5, 11, 12, 10, 9, 1, 'PlaneStrain', 1.0, 0.0,
16.677)
opy.element('SSPquad', 6, 13, 14, 12, 11, 1, 'PlaneStrain', 1.0, 0.0,
16.677)
opy.uniaxialMaterial('Viscous', 2, 212.5, 1.0)
opy.element('zeroLength', 7, 15, 16, '-mat', 2, '-dir', 1)
opy.constraints('Transformation')
opy.test('NormDispIncr', 0.0001, 30, 0, 2)
opy.algorithm('Newton', False, False, False)
opy.numberer('RCM')
opy.system('ProfileSPD')
opy.integrator('Newmark', 0.5, 0.25)
opy.analysis('Transient')
opy.analyze(40, 1.0)
opy.analyze(50, 0.5)
opy.setTime(1.0e3)
opy.wipeAnalysis()
opy.recorder('Node', '-file', 'time_0_01.txt', '-precision', 16, '-dT',
0.01, '-rTolDt', 0.00001, '-time', '-node', 1, '-dof', 1,
'accel')
opy.recorder('Element', '-file', 'etime_0_01.txt', '-precision', 16, '-dT',
0.01, '-rTolDt', 0.00001, '-time', '-ele', 1, 2, 'stress')
opy.recorder('EnvelopeNode', '-file', 'entime_0_01.txt', '-precision', 16,
'-dT', 0.01, '-time', '-node', 1, '-dof', 1, 'accel')
# opy.recorder('Drift', '-file', 'dtime_0_01.txt', '-precision', 16, '-dT', 0.01, '-time',
# '-iNode', 1, '-jNode', 2, '-dof', 1, '-perpDirn', 2)
opy.timeSeries('Path', 1, '-dt', 0.01, '-values', -0.0, -0.0, -0.0, -0.0,
-0.0, -0.0, -0.0, -0.0, -7.51325e-05)
opy.pattern('Plain', 1, 1)
opy.load(13, 1.0, 0.0)
opy.algorithm('Newton', False, False, False)
opy.system('SparseGeneral')
opy.numberer('RCM')
opy.constraints('Transformation')
opy.integrator('Newmark', 0.5, 0.25)
opy.rayleigh(0.17952, 0.000909457, 0.0, 0.0)
opy.analysis('Transient')
opy.test('EnergyIncr', 1e-07, 10, 0, 2)
opy.record()
opy.analyze(1, 0.001)
for i in range(1100):
print(i)
opy.analyze(1, 0.001)
cur_time = opy.getTime()
opy.wipe()
a = open('time_0_01.txt').read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < 0.0001, (i, dt)
import os
import sys
TEST_DIR = os.path.dirname(os.path.abspath(__file__)) + "/"
INTERPRETER_PATH = TEST_DIR + "../SRC/interpreter/"
sys.path.append(INTERPRETER_PATH)
import opensees as opy
opy.wipe()
opy.model('basic', '-ndm', 2, '-ndf', 2)
opy.node(1, 0.0, 0.0)
opy.node(2, 1.0, 0.0)
opy.node(3, 1.0, 1.0)
opy.node(4, 0.0, 1.0)
for i in range(4):
opy.fix(1 + 1 * i, 1, 1)
opy.nDMaterial('stressDensity', 1, 1.8, 0.7, 250.0, 0.6, 0.2, 0.592, 0.021, 291.0, 55.0, 98.0, 13.0, 4.0, 0.22, 0.0, 0.0055, 0.607, 98.1)
opy.nDMaterial('InitStressNDMaterial', 2, 1, -100.0, 2)
opy.element('SSPquad', 1, 1, 2, 3, 4, 2, 'PlaneStrain', 1.0, 0.0, 0.0)
opy.constraints('Penalty', 1e+15, 1e+15)
opy.algorithm('Linear', False, False, False)
opy.numberer('RCM')
opy.system('FullGeneral')
opy.integrator('LoadControl', 0.1, 1)
opy.analysis('Static')
opy.timeSeries('Path', 1, '-values', 0, 0, 0, 0.1, '-time', 0.0, 1.0, 2.0, 1002.0, '-factor', 1.0)
opy.pattern('Plain', 1, 1)
opy.sp(3, 1, 1)
opy.sp(4, 1, 1)
opy.analyze(1)
opy.setParameter('-val', 1, '-ele', 1, 'materialState')
opy.analyze(1)
