def analysis(P, du, steps, tol, max_iter):
tsTag = 1
ops.timeSeries('Linear', tsTag)
pattTag = 1
ops.pattern('Plain', pattTag, tsTag)
ops.load(2, *P)
##########################################################################
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('BandGeneral')
ops.test('NormUnbalance', tol, max_iter)
ops.algorithm('Newton')
ops.integrator('DisplacementControl', 2, 2, du, max_iter)
ops.analysis('Static')
ops.analyze(steps)
##########################################################################
opsplt.plot_model()
##########################################################################
ops.wipe()
def BasicAnalysisLoop(ok, nn):
if ok != 0:
print("Trying 10 times smaller timestep at load factor", nn)
op.integrator("LoadControl", .1)
ok = op.analyze(1)
if ok != 0:
print("Trying 100 times smaller timestep at load factor", nn)
op.integrator("LoadControl", .01)
ok = op.analyze(1)
if ok != 0:
print("Trying 200 interations at load factor", nn)
op.test('NormDispIncr', 1. * 10**-11, 200)
ok = op.analyze(1)
if ok != 0:
print("Trying ModifiedNewton at load factor", nn)
op.algorithm("ModifiedNewton")
op.integrator("LoadControl", 1)
ok = op.analyze(1)
op.algorithm("Newton")
op.integrator("LoadControl", 1)
op.test('NormDispIncr', 1. * 10**-11, 50)
return ok
def PointLoad_analysis(Nnodes, P, tol, max_iter):
tsTag = 10
ops.timeSeries('Linear', tsTag)
pattTag = 10
ops.pattern('Plain', pattTag, tsTag)
ops.load(Nnodes, *P)
##########################################################################
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('BandGeneral')
ops.test('NormUnbalance', tol, max_iter)
ops.algorithm('Newton')
ops.integrator('LoadControl', 1)
ops.analysis('Static')
ops.analyze(1)
##########################################################################
ops.wipe()
def PDelta_analysis(Nnodes, P, steps, tol, max_iter):
tsTag = 1
ops.timeSeries('Linear', tsTag)
pattTag = 1
ops.pattern('Plain', pattTag, tsTag)
ops.load(Nnodes, *P)
##########################################################################
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('BandGeneral')
ops.test('NormUnbalance', tol, max_iter)
ops.algorithm('Newton')
temp = 1 / steps
ops.integrator('LoadControl', temp)
ops.analysis('Static')
ops.analyze(steps)
##########################################################################
opsplt.plot_model('nodes')
##########################################################################
ops.wipe()
def step(self, action=0):
self.time = op.getTime()
assert (self.time < self.analysis_time)
# 選ばれたアクションに応じて減衰定数を変化させる
self.h = self.action[action]
self.hs.append(self.h)
self.beta_k = 2 * self.h / self.w0
op.rayleigh(self.alpha_m, self.beta_k, self.beta_k_init,
self.beta_k_comm)
op.analyze(1, self.dt)
op.reactions()
self.dis = op.nodeDisp(self.top_node, 1)
self.vel = op.nodeVel(self.top_node, 1)
self.acc = op.nodeAccel(self.top_node, 1)
self.a_acc = self.acc + self.values[self.i]
self.force = -op.nodeReaction(self.bot_node,
1) # Negative since diff node
self.resp["time"].append(self.time)
self.resp["dis"].append(self.dis)
self.resp["vel"].append(self.vel)
self.resp["acc"].append(self.acc)
self.resp["a_acc"].append(self.a_acc)
self.resp["force"].append(self.force)
next_time = op.getTime()
self.done = next_time >= self.analysis_time
self.i_pre = self.i
self.i += 1
self.i_next = self.i + 1 if not self.done else self.i
return self.reward, self.done
def run(arg_1, arg_2, arg_3, arg_4):
ops.reset()
ops.wipe()
ops.model('basic', '-ndm', 3, '-ndf', 6)
ops.node(1, 0.0, 0.0, 0.0)
ops.node(2, 0.0, 3.2, 0.0)
ops.fix(1, 1, 1, 1, 1, 1, 1)
ops.uniaxialMaterial('Concrete01', 1, -80.0e6, -0.002, 0.0, -0.005)
ops.section('Fiber', 1, '-GJ', 1)
ops.patch('rect', 1, 10, 10, -0.8, -0.1, 0.8, 0.1)
ops.geomTransf('Linear', 1, 0, 0, 1)
ops.beamIntegration('Legendre', 1, 1, 10)
ops.element('dispBeamColumn', 1, 1, 2, 1, 1)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
ops.load(2, 0, -24586.24, 0, 0, 0, 0)
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('UmfPack')
ops.test('NormDispIncr', 1.0e-6, 2000)
ops.algorithm('Newton')
ops.integrator('LoadControl', 0.01)
ops.analysis('Static')
ops.analyze(100)
ops.wipeAnalysis()
ops.loadConst('-time', 0.0)
ops.recorder('Node', '-file', 'disp.out', ' -time',
'-node', 2, '-dof', 1, 'disp')
ops.recorder('Node', '-file', 'react.out', '-time ',
'-node', 2, '-dof', 1, 'reaction')
ops.timeSeries('Linear', 2)
ops.pattern('Plain', 2, 2)
ops.load(2, 11500, 0, 0, 0, 0, 0)
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('UmfPack')
ops.test('NormDispIncr', 1.0, 2000)
ops.algorithm('Newton')
ops.integrator('LoadControl', 0.01)
ops.analysis('Static')
# ops.analyze(100)
step = 100
data = np.zeros((step, 2))
for i in range(step):
ops.analyze(1)
data[i, 0] = ops.nodeDisp(2, 1)
data[i, 1] = ops.getLoadFactor(2) * 11500
return data
def material_response(self, material, demand):
"""
Calculate the response of a material to a given load history.
Parameters
----------
material: Material
The material object to analyze.
demand: DemandProtocol
The load history the material shall be exposed to.
Returns
-------
response: DataFrame
The DataFrame includes columns for strain (eps) and stress (sig).
"""
# initialize the analysis
self._initialize()
# define the structure
struct = SDOF(Truss(material, l_tot=1., A_cs=1.))
struct.create_FEM(damping=False)
id_ctrl_node = struct.ctrl_node
load_dir = 1
# define the loading
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
if self.ndf == 1 and self.ndm == 1:
ops.load(id_ctrl_node, 1.)
# configure the analysis
ops.constraints('Plain')
ops.numberer('RCM')
ops.system('UmfPack')
ops.test('NormDispIncr', 1e-10, 100)
ops.algorithm('NewtonLineSearch', '-maxIter', 100)
# initialize the arrays for results
result_size = demand.length
response = pd.DataFrame(np.zeros((result_size + 1, 2)),
columns=['eps', 'sig'])
# perform the analysis
for i, disp_incr in enumerate(demand.increments):
ops.integrator('DisplacementControl', id_ctrl_node, load_dir,
disp_incr)
ops.analysis('Static')
ops.analyze(1)
response.loc[i + 1, 'eps'] = ops.nodeDisp(id_ctrl_node, load_dir)
# response.loc[i+1, 'sig'] = ops.eleResponse(1, 'axialForce')[0] #![4]
response.loc[i + 1, 'sig'] = ops.eleResponse(1,
'axialForce') #![4]
return response
def analysis_rigid():
''' for rigid
'''
ops.constraints('Lagrange')
ops.numberer('Plain')
ops.system('BandGeneral')
ops.test('EnergyIncr', 1.0e-6, 200)
ops.algorithm('Newton')
ops.integrator('LoadControl', 1e-2)
ops.analysis('Static')
ops.analyze(100)
logger.info("analysis created")
def analysis_plain():
''' analysis create
'''
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('BandGeneral')
ops.test('EnergyIncr', 1.0e-6, 200)
ops.algorithm('KrylovNewton')
ops.integrator('DisplacementControl', 5, 3, -0.1)
ops.analysis('Static')
ops.analyze(100)
logger.info("analysis created")
def run_analysis():
# build the model
ops.model('basic', '-ndm', 2, '-ndf', 2)
ops.node(1, 0, 0)
ops.node(2, 4000, 0)
ops.node(3, 8000, 0)
ops.node(4, 12000, 0)
ops.node(5, 4000, 4000)
ops.node(6, 8000, 4000)
ops.fix(1, 1, 1)
ops.fix(4, 0, 1)
ops.uniaxialMaterial('Elastic', 1, E)
ops.element('truss', 1, 1, 2, Ao, 1)
ops.element('truss', 2, 2, 3, Ao, 1)
ops.element('truss', 3, 3, 4, Ao, 1)
ops.element('truss', 4, 1, 5, Au, 1)
ops.element('truss', 5, 5, 6, Au, 1)
ops.element('truss', 6, 6, 4, Au, 1)
ops.element('truss', 7, 2, 5, Ao, 1)
ops.element('truss', 8, 3, 6, Ao, 1)
ops.element('truss', 9, 5, 3, Ao, 1)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
ops.load(2, 0, -P)
ops.load(3, 0, -P)
# build and perform the analysis
ops.algorithm('Linear')
ops.integrator('LoadControl', 1.0)
ops.system('ProfileSPD')
ops.numberer('RCM')
ops.constraints('Plain')
ops.analysis('Static')
ops.analyze(1)
node_disp = [[ops.nodeDisp(node_i, dof_j) for dof_j in [1, 2]]
for node_i in range(1, 7)]
return node_disp
def RunPushoverAnalysis(Px,Py):
# create TimeSeries
op.timeSeries("Linear", 1)
# create a plain load pattern
op.pattern("Plain", 1, 1)
# Create the nodal load - command: load nodeID xForce yForce
op.load(4, Px, Py, 0.)
# create SOE
op.system("BandSPD")
# create DOF number
op.numberer("RCM")
# create constraint handler
op.constraints("Plain")
# create integrator
op.integrator("LoadControl", 1.0)
# create algorithm
op.algorithm("Newton")
# create analysis object
op.analysis("Static")
# perform the analysis
op.initialize()
ok = op.analyze(1)
def analysis_plain_disp(test_tol=1.0e-3, test_iter=1000, nodeTag=0, dof=1, disp_incr=1, num_incr=10):
''' @analysis create in displacement control\n
@default parameter:
test_tol=1.0e-3, test_iter=1000,
nodeTag=0, dof=1, disp_incr=1, num_incr=10
'''
logger.info("test_tol = %f, test_iter = %f, nodeTag = %d, dof = %d, disp_incr = %f, num_incr = %f",
test_tol, test_iter, nodeTag, dof, disp_incr, num_incr)
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('BandGeneral')
ops.test('EnergyIncr', test_tol, test_iter)
ops.algorithm('KrylovNewton')
ops.integrator('DisplacementControl', nodeTag, dof, disp_incr)
ops.analysis('Static')
ops.analyze(num_incr)
logger.info("displacemen control analysis created")
def analysis_plain_load(test_tol=1.0e-12, test_iter=1000, incr=0.1, num_incr=11):
''' @analysis create in load control
@default parameter:
test_tol=1.0e-6, test_iter=1000,
incr=0.1, num_incr=101
'''
logger.info("test_tol = %f, test_iter = %f, incr = %f, num_incr = %f",
test_tol, test_iter, incr, num_incr)
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('BandGeneral')
ops.test('EnergyIncr', test_tol, test_iter,)
ops.algorithm('KrylovNewton')
ops.integrator('LoadControl', incr)
ops.analysis('Static')
ops.analyze(num_incr)
logger.info("load control analysis created")
def run_gravity_analysis(steps=10):
"""
Run gravity analysis (in 10 steps)
"""
ops.wipeAnalysis()
ops.system("BandGeneral")
ops.numberer("RCM")
ops.constraints("Transformation")
ops.test("NormDispIncr", 1.0E-12, 10, 3)
ops.algorithm("Newton") # KrylovNewton
ops.integrator("LoadControl", 1 / steps)
ops.analysis("Static")
ops.analyze(steps)
title("Gravity Analysis Completed!")
# Set the gravity loads to be constant & reset the time in the domain
ops.loadConst("-time", 0.0)
ops.wipeAnalysis()
def MomentCurvature(secTag, axialLoad, maxK, numIncr=100):
# Define two nodes at (0,0)
ops.node(1, 0.0, 0.0)
ops.node(2, 0.0, 0.0)
# Fix all degrees of freedom except axial and bending
ops.fix(1, 1, 1, 1)
ops.fix(2, 0, 1, 0)
# Define element
# tag ndI ndJ secTag
ops.element('zeroLengthSection', 1, 1, 2, secTag)
# Define constant axial load
ops.timeSeries('Constant', 1)
ops.pattern('Plain', 1, 1)
ops.load(2, axialLoad, 0.0, 0.0)
# Define analysis parameters
ops.integrator('LoadControl', 0.0)
ops.system('SparseGeneral', '-piv')
ops.test('NormUnbalance', 1e-9, 10)
ops.numberer('Plain')
ops.constraints('Plain')
ops.algorithm('Newton')
ops.analysis('Static')
# Do one analysis for constant axial load
ops.analyze(1)
# Define reference moment
ops.timeSeries('Linear', 2)
ops.pattern('Plain', 2, 2)
ops.load(2, 0.0, 0.0, 1.0)
# Compute curvature increment
dK = maxK / numIncr
# Use displacement control at node 2 for section analysis
ops.integrator('DisplacementControl', 2, 3, dK, 1, dK, dK)
# Do the section analysis
ops.analyze(numIncr)
def PushoverLcD(dispMax):
ControlNode = 4
ControlNodeDof = 1
du = 0.00002 * m
# Define time series
# timeSeries('Constant', tag, '-factor', factor=1.0)
op.timeSeries('Constant', 1)
op.timeSeries('Linear', 2)
# define loads
op.pattern('Plain', 1, 2)
op.sp(ControlNode, ControlNodeDof, du)
# Define Analysis Options
# create SOE
op.system("BandGeneral")
# create DOF number
op.numberer("Plain")
# create constraint handler
op.constraints("Transformation")
# create integrator
op.integrator("LoadControl", 1)
# create algorithm
op.algorithm("Newton")
# create analysis object
op.analysis("Static")
# Create Test
op.test('NormDispIncr', 1. * 10**-6, 50)
# Run Analysis
op.record()
# ok = op.analyze(Nsteps)
nn = 0
while (op.nodeDisp(ControlNode, ControlNodeDof) < dispMax):
ok = op.analyze(1)
if ok != 0:
ok = BasicAnalysisLoop(ok, nn)
if ok != 0:
print("Analysis failed at load factor:", nn)
break
nn = +1
print()
print("# Analysis Complete #")
def ops_gravity():
ops.recorder('Node', '-file', 'output\\gravity_disp.out',
'-nodeRange', 651, 663, '-time', '-dof', 3, 'disp')
ops.recorder('Node', '-file', 'output\\gravity_reaction.out',
'-nodeRange', 651, 663, '-time', '-dof', 3, 'reaction')
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
load: float = [0, 0, (gravity_load + dead_load) / 13, 0, 0, 0]
for i in range(651, 664):
ops.load(i, *load)
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('BandGen')
ops.test('NormDispIncr', 1.0, 1000)
ops.algorithm('Newton')
ops.integrator('LoadControl', 0.01)
ops.analysis('Static')
ok = ops.analyze(100)
logger.info("gravity analyze result is %s", ok == 0)
def PushoverDcF(Nsteps):
ControlNode = 4
ControlNodeDof = 1
dForce = 1.*kN
du = 0.00001*m
# Define time series
# timeSeries('Constant', tag, '-factor', factor=1.0)
op.timeSeries('Constant',1)
op.timeSeries('Linear', 2)
# define loads
op.pattern('Plain',1 , 2)
op.load(ControlNode, dForce, 0., 0.)
# Define Analysis Options
# create SOE
op.system("BandGeneral")
# create DOF number
op.numberer("Plain")
# create constraint handler
op.constraints("Transformation")
# create integrator
op.integrator("DisplacementControl", ControlNode, ControlNodeDof, du)
# create algorithm
op.algorithm("Newton")
# create analysis object
op.analysis("Static")
# Create Test
op.test('NormDispIncr', 1.*10**-11, 50)
# Run Analysis
op.record()
ok = op.analyze(Nsteps)
def analyse(self, num_incr):
'''
Analyse the system.
Args:
num_incr: An integer number of load increments.
return_node_disp:
'''
ops.constraints('Transformation')
ops.numberer('RCM')
ops.system('BandGeneral')
ops.test('NormUnbalance', 2e-8, num_incr)
ops.algorithm('Newton')
ops.integrator('LoadControl', 1 / num_incr)
ops.record()
ops.analysis('Static')
ok = ops.analyze(num_incr)
# Report analysis status
if ok == 0: print("Analysis done.")
else: print("Convergence issue.")
def get_inelastic_response(fb, asig, extra_time=0.0, xi=0.05, analysis_dt=0.001):
"""
Run seismic analysis of a nonlinear FrameBuilding
:param fb: FrameBuilding object
:param asig: AccSignal object
:param extra_time: float, additional analysis time after end of ground motion
:param xi: damping ratio
:param analysis_dt: time step to perform the analysis
:return:
"""
op.wipe()
op.model('basic', '-ndm', 2, '-ndf', 3) # 2 dimensions, 3 dof per node
q_floor = 10000. # kPa
trib_width = fb.floor_length
trib_mass_per_length = q_floor * trib_width / 9.8
# Establish nodes and set mass based on trib area
# Nodes named as: C<column-number>-S<storey-number>, first column starts at C1-S0 = ground level left
nd = OrderedDict()
col_xs = np.cumsum(fb.bay_lengths)
col_xs = np.insert(col_xs, 0, 0)
n_cols = len(col_xs)
sto_ys = fb.heights
sto_ys = np.insert(sto_ys, 0, 0)
for cc in range(1, n_cols + 1):
for ss in range(fb.n_storeys + 1):
n_i = cc * 100 + ss
nd["C%i-S%i" % (cc, ss)] = n_i
op.node(n_i, col_xs[cc - 1], sto_ys[ss])
if ss != 0:
if cc == 1:
node_mass = trib_mass_per_length * fb.bay_lengths[0] / 2
elif cc == n_cols:
node_mass = trib_mass_per_length * fb.bay_lengths[-1] / 2
else:
node_mass = trib_mass_per_length * (fb.bay_lengths[cc - 2] + fb.bay_lengths[cc - 1] / 2)
op.mass(n_i, node_mass)
# Set all nodes on a storey to have the same displacement
for ss in range(0, fb.n_storeys + 1):
for cc in range(1, n_cols + 1):
op.equalDOF(nd["C%i-S%i" % (1, ss)], nd["C%i-S%i" % (cc, ss)], opc.X)
# Fix all base nodes
for cc in range(1, n_cols + 1):
op.fix(nd["C%i-S%i" % (cc, 0)], opc.FIXED, opc.FIXED, opc.FIXED)
# Coordinate transformation
geo_tag = 1
trans_args = []
op.geomTransf("Linear", geo_tag, *[])
l_hinge = fb.bay_lengths[0] * 0.1
# Define material
e_conc = 30.0e6
i_beams = 0.4 * fb.beam_widths * fb.beam_depths ** 3 / 12
i_columns = 0.5 * fb.column_widths * fb.column_depths ** 3 / 12
a_beams = fb.beam_widths * fb.beam_depths
a_columns = fb.column_widths * fb.column_depths
ei_beams = e_conc * i_beams
ei_columns = e_conc * i_columns
eps_yield = 300.0e6 / 200e9
phi_y_col = calc_yield_curvature(fb.column_depths, eps_yield)
phi_y_beam = calc_yield_curvature(fb.beam_depths, eps_yield)
# Define beams and columns
md = OrderedDict() # material dict
sd = OrderedDict() # section dict
ed = OrderedDict() # element dict
# Columns named as: C<column-number>-S<storey-number>, first column starts at C1-S0 = ground floor left
# Beams named as: B<bay-number>-S<storey-number>, first beam starts at B1-S1 = first storey left (foundation at S0)
for ss in range(fb.n_storeys):
# set columns
for cc in range(1, fb.n_cols + 1):
ele_i = cc * 100 + ss
md["C%i-S%i" % (cc, ss)] = ele_i
sd["C%i-S%i" % (cc, ss)] = ele_i
ed["C%i-S%i" % (cc, ss)] = ele_i
mat_props = elastic_bilin(ei_columns[ss][cc - 1], 0.05 * ei_columns[ss][cc - 1], phi_y_col[ss][cc - 1])
#print(opc.ELASTIC_BILIN, ele_i, *mat_props)
op.uniaxialMaterial(opc.ELASTIC_BILIN, ele_i, *mat_props)
# op.uniaxialMaterial("Elastic", ele_i, ei_columns[ss][cc - 1])
node_numbers = [nd["C%i-S%i" % (cc, ss)], nd["C%i-S%i" % (cc, ss + 1)]]
op.element(opc.ELASTIC_BEAM_COLUMN, ele_i,
*node_numbers,
a_columns[ss - 1][cc - 1],
e_conc,
i_columns[ss - 1][cc - 1],
geo_tag
)
# Set beams
for bb in range(1, fb.n_bays + 1):
ele_i = bb * 10000 + ss
md["B%i-S%i" % (bb, ss)] = ele_i
sd["B%i-S%i" % (bb, ss)] = ele_i
ed["B%i-S%i" % (bb, ss)] = ele_i
mat_props = elastic_bilin(ei_beams[ss][bb - 1], 0.05 * ei_beams[ss][bb - 1], phi_y_beam[ss][bb - 1])
op.uniaxialMaterial(opc.ELASTIC_BILIN, ele_i, *mat_props)
# op.uniaxialMaterial("Elastic", ele_i, ei_beams[ss][bb - 1])
node_numbers = [nd["C%i-S%i" % (bb, ss + 1)], nd["C%i-S%i" % (bb + 1, ss + 1)]]
print((opc.BEAM_WITH_HINGES, ele_i,
*node_numbers,
sd["B%i-S%i" % (bb, ss)], l_hinge,
sd["B%i-S%i" % (bb, ss)], l_hinge,
sd["B%i-S%i" % (bb, ss)], geo_tag
))
# Old definition
# op.element(opc.BEAM_WITH_HINGES, ele_i,
# *[nd["C%i-S%i" % (bb, ss - 1)], nd["C%i-S%i" % (bb + 1, ss)]],
# sd["B%i-S%i" % (bb, ss)], l_hinge,
# sd["B%i-S%i" % (bb, ss)], l_hinge,
# e_conc,
# a_beams[ss - 1][bb - 1],
# i_beams[ss - 1][bb - 1], geo_tag
# )
# New definition
# op.element(opc.BEAM_WITH_HINGES, ele_i,
# *node_numbers,
# sd["B%i-S%i" % (bb, ss)], l_hinge,
# sd["B%i-S%i" % (bb, ss)], l_hinge,
# sd["B%i-S%i" % (bb, ss)], geo_tag # TODO: make this elastic
#
# )
# Elastic definition
op.element(opc.ELASTIC_BEAM_COLUMN, ele_i,
*node_numbers,
a_beams[ss - 1][bb - 1],
e_conc,
i_beams[ss - 1][bb - 1],
geo_tag
)
# Define the dynamic analysis
load_tag_dynamic = 1
pattern_tag_dynamic = 1
values = list(-1 * asig.values) # should be negative
op.timeSeries('Path', load_tag_dynamic, '-dt', asig.dt, '-values', *values)
op.pattern('UniformExcitation', pattern_tag_dynamic, opc.X, '-accel', load_tag_dynamic)
# set damping based on first eigen mode
angular_freq2 = op.eigen('-fullGenLapack', 1)
if hasattr(angular_freq2, '__len__'):
angular_freq2 = angular_freq2[0]
angular_freq = angular_freq2 ** 0.5
if isinstance(angular_freq, complex):
raise ValueError("Angular frequency is complex, issue with stiffness or mass")
alpha_m = 0.0
beta_k = 2 * xi / angular_freq
beta_k_comm = 0.0
beta_k_init = 0.0
period = angular_freq / 2 / np.pi
print("period: ", period)
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')
#op.test("NormDispIncr", 1.0e-1, 2, 0)
tol = 1.0e-10
iter = 10
op.test('EnergyIncr', tol, iter, 0, 2) # TODO: make this test work
analysis_time = (len(values) - 1) * asig.dt + extra_time
outputs = {
"time": [],
"rel_disp": [],
"rel_accel": [],
"rel_vel": [],
"force": []
}
print("Analysis starting")
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(nd["C%i-S%i" % (1, fb.n_storeys)], opc.X))
outputs["rel_vel"].append(op.nodeVel(nd["C%i-S%i" % (1, fb.n_storeys)], opc.X))
outputs["rel_accel"].append(op.nodeAccel(nd["C%i-S%i" % (1, fb.n_storeys)], opc.X))
op.reactions()
react = 0
for cc in range(1, fb.n_cols):
react += -op.nodeReaction(nd["C%i-S%i" % (cc, 0)], opc.X)
outputs["force"].append(react) # Should be negative since diff node
op.wipe()
for item in outputs:
outputs[item] = np.array(outputs[item])
return outputs
def Analysis_Proc(Num: int, Node: int, dof: int, Dincr: float):
'''
brief KrylovNewton → Newton -SecantNewton → ModifiedNewton → NewtonWithLineSearch → BGFS → Broyden\n
pararm Num the number of analyze step\n
return analyze if successful return 0
if NOT successful return < 0\n
'''
for step in range(1, Num + 1):
logger.info("No. %d of Cyclic. Anaylsis KrylovNewton..", step)
ops.algorithm('KrylovNewton')
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info("No. %d of Cyclic. Anaylsis Trying SecantNewton ..",
step)
ops.algorithm('SecantNewton')
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info(
"NO. %d of Cyclic. Anaylsis Trying NewtonLineSearch ..", step)
ops.algorithm('NewtonLineSearch', True, False, True, False, 0.8,
1000, 0.1, 10.0)
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info("No. %d of Cyclic. Anaylsis Trying PeriodicNewton ..",
step)
ops.algorithm('PeriodicNewton')
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info(
"NO. %d of Cyclic. Anaylsis Trying NewtonWithLineSearch ..",
step)
ops.algorithm('NewtonLineSearch')
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info("No. %d of Cyclic. Anaylsis Trying BFGS ..", step)
ops.algorithm('BFGS', True, False, 10000000)
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info("No. %d of Cyclic. Anaylsis Trying Broyden ..", step)
ops.algorithm('Broyden')
ops.integrator("DisplacementControl", Node, dof, Dincr)
ops.analysis("Static")
ok = ops.analyze(1)
if ok != 0:
logger.info("No. $step of Cyclic. Analysis Convergence Failure!")
def get_pile_m(pile_z0=0, pile_z1=-30, pile_d=2, m0=7.5, pile_f=0, pile_m=0):
pile_h = pile_z0 - pile_z1
pile_a = np.pi * (pile_d / 2) ** 2
pile_i = np.pi * pile_d ** 4 / 64
pile_b1 = 0.9 * (1.5 + 0.5 / pile_d) * 1 * pile_d
# 建立模型
ops.wipe()
ops.model('basic', '-ndm', 2, '-ndf', 3)
# 建立节点
node_z = np.linspace(pile_z0, pile_z1, elem_num + 1)
for i, j in enumerate(node_z):
ops.node(i + 1, 0, j)
ops.node(i + 201, 0, j)
# 约束
for i in range(len(node_z)):
ops.fix(i + 1, 0, 1, 0)
ops.fix(i + 201, 1, 1, 1)
# 建立材料
ops.uniaxialMaterial('Elastic', 1, 3e4)
for i in range(len(node_z)):
pile_depth = i * (pile_h / elem_num)
pile_depth_nominal = 10 if pile_depth <= 10 else pile_depth
soil_k = m0 * pile_depth_nominal * pile_b1 * (pile_h / elem_num)
if i == 0:
ops.uniaxialMaterial('Elastic', 100 + i, soil_k / 2)
continue
ops.uniaxialMaterial('Elastic', 100 + i, soil_k)
# 装配
ops.geomTransf('Linear', 1)
# 建立单元
for i in range(elem_num):
ops.element('elasticBeamColumn', i + 1, i + 1, i + 2, pile_a, 3e10, pile_i, 1)
# 建立弹簧
for i in range(len(node_z)):
ops.element('zeroLength', i + 201, i + 1, i + 201, '-mat', 100 + i, '-dir', 1)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
ops.load(1, pile_f, 0, pile_m)
ops.system('BandGeneral')
ops.numberer('Plain')
ops.constraints('Plain')
ops.integrator('LoadControl', 0.01)
ops.test('EnergyIncr', 1e-6, 200)
ops.algorithm('Newton')
ops.analysis('Static')
ops.analyze(100)
# 绘制位移图
node_disp = []
for i in range(101):
node_disp.append(ops.nodeDisp(i + 1))
node_disp = np.array(node_disp) * 1000
plt.figure()
plt.subplot(121)
for i, j in enumerate(node_z):
if abs(node_disp[:, 0][i]) > max(abs(node_disp[:, 0])) / 50:
if i == 0:
plt.plot([0, node_disp[:, 0][i]], [j, j], linewidth=1.5, color='grey')
else:
plt.plot([0, node_disp[:, 0][i]], [j, j], linewidth=0.7, color='grey')
if abs(node_disp[:, 0][i]) == max(abs(node_disp[:, 0])):
plt.annotate(f'{node_disp[:, 0][i]:.1f} mm', xy=(node_disp[:, 0][i], j),
xytext=(0.3, 0.5), textcoords='axes fraction',
bbox=dict(boxstyle="round", fc="0.8"),
arrowprops=dict(arrowstyle='->', connectionstyle="arc3,rad=-0.3"))
plt.plot([0, 0], [node_z[0], node_z[-1]], linewidth=1.5, color='dimgray')
plt.plot(node_disp[:, 0], node_z, linewidth=1.5, color='midnightblue')
plt.xlabel('Displacement(mm)')
plt.ylabel('Pile Depth(m)')
# 绘制弯矩图
elem_m = []
for i in range(100):
elem_m.append(ops.eleForce(i + 1))
elem_m = np.array(elem_m) / 1000
plt.subplot(122)
for i, j in enumerate(node_z[:-1]):
if abs(elem_m[:, 2][i]) > max(abs(elem_m[:, 2])) / 50:
if i == 0:
plt.plot([0, elem_m[:, 2][i]], [j, j], linewidth=1.5, color='grey')
else:
plt.plot([0, elem_m[:, 2][i]], [j, j], linewidth=0.7, color='grey')
if abs(elem_m[:, 2][i]) == max(abs(elem_m[:, 2])):
plt.annotate(f'{elem_m[:, 2][i]:.1f} kN.m', xy=(elem_m[:, 2][i], j),
xytext=(0.5, 0.5), textcoords='axes fraction',
bbox=dict(boxstyle="round", fc="0.8"),
arrowprops=dict(arrowstyle='->', connectionstyle="arc3,rad=0.3"))
plt.plot([0, 0], [node_z[0], node_z[-1]], linewidth=1.5, color='dimgray')
plt.plot(elem_m[:, 2], node_z[:-1], linewidth=1.5, color='brown')
plt.xlabel('Moment(kN.m)')
# plt.ylabel('Pile Depth(m)')
plt.show()
return abs(max(elem_m[:, 2]))
WzBeam = Weight / LBeam
op.timeSeries('Linear', 1)
op.pattern('Plain', 1, 1)
op.eleLoad('-ele', 3, '-type', '-beamUniform', -WzBeam, 0.0, 0.0)
#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
print('Model Built')
def get_multi_pile_m(
pile_layout,
cap_edge=0,
cap_thickness=2,
pile_z0=-2.5,
pile_z1=-30,
pile_d=2,
m0=7500000,
top_f=0.0,
top_h=0.0,
top_m=0.0
):
if cap_edge == 0:
if pile_d <= 1:
cap_edge = max(0.25, 0.5 * pile_d)
else:
cap_edge = max(0.5, 0.3 * pile_d)
cap_w = max(pile_layout[0]) - min(pile_layout[0]) + pile_d + cap_edge * 2
cap_l = max(pile_layout[1]) - min(pile_layout[1]) + pile_d + cap_edge * 2
top_f += cap_w * cap_l * cap_thickness * 26e3 # 承台自重
top_f += (cap_w * cap_l) * (-pile_z0 - cap_thickness) * 15e3 # 盖梁重量
pile_rows = len(pile_layout[1]) # 桩排数
top_f /= pile_rows # 桩顶力分配
top_h /= pile_rows # 桩顶水平力分配
top_m /= pile_rows # 桩顶弯矩分配
cap_i = cap_l * cap_thickness ** 3 / 12 / pile_rows # 承台横向刚度
pile_h = pile_z0 - pile_z1
pile_a = np.pi * (pile_d / 2) ** 2
pile_i = np.pi * pile_d ** 4 / 64
pile_b1 = 0.9 * (1.5 + 0.5 / pile_d) * 1 * pile_d
# 建立模型
ops.wipe()
ops.model('basic', '-ndm', 2, '-ndf', 3)
# 建立节点
cap_bot = pile_z0
# ops.node(1, 0, cap_top) # 承台竖向节点
if 0 not in pile_layout[0]:
ops.node(2, 0, cap_bot)
# 建立桩基节点
node_z = np.linspace(pile_z0, pile_z1, elem_num + 1)
for i, j in enumerate(pile_layout[0]):
node_start = 100 + i * 300
for m, n in enumerate(node_z):
ops.node(node_start + m + 1, j, n)
ops.node(node_start + m + 151, j, n)
nodes = {}
for i in ops.getNodeTags():
nodes[i] = ops.nodeCoord(i)
# 建立约束
for i, j in enumerate(pile_layout[0]):
node_start = 100 + i * 300
for m, n in enumerate(node_z):
ops.fix(node_start + m + 151, 1, 1, 1)
if n == node_z[-1]:
ops.fix(node_start + m + 1, 1, 1, 1)
# 建立材料
for i in range(len(node_z)):
pile_depth = i * (pile_h / elem_num)
pile_depth_nominal = 10 if pile_depth <= 10 else pile_depth
soil_k = m0 * pile_depth_nominal * pile_b1 * (pile_h / elem_num)
if i == 0:
ops.uniaxialMaterial('Elastic', 1 + i, soil_k / 2)
continue
ops.uniaxialMaterial('Elastic', 1 + i, soil_k)
# 装配
ops.geomTransf('Linear', 1)
# 建立单元
if len(pile_layout[0]) > 1: # 承台横向单元
cap_nodes = []
for i in nodes:
if nodes[i][1] == cap_bot:
if len(cap_nodes) == 0:
cap_nodes.append(i)
elif nodes[i][0] != nodes[cap_nodes[-1]][0]:
cap_nodes.append(i)
cap_nodes = sorted(cap_nodes, key=lambda x: nodes[x][0])
for i, j in enumerate(cap_nodes[:-1]):
ops.element('elasticBeamColumn', 10 + i, j, cap_nodes[i+1], cap_l * cap_thickness, 3e10, cap_i, 1)
pile_elem = []
for i, j in enumerate(pile_layout[0]): # 桩基单元
node_start = 100 + i * 300
pile_elem_i = []
for m, n in enumerate(node_z):
if n != pile_z1:
ops.element('elasticBeamColumn', node_start + m + 1, node_start + m + 1,
node_start + m + 2, pile_a, 3e10, pile_i, 1)
pile_elem_i.append(node_start + m + 1)
ops.element('zeroLength', node_start + m + 151, node_start + m + 151,
node_start + m + 1, '-mat', 1 + m, '-dir', 1)
pile_elem.append(pile_elem_i)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
for i in nodes:
if nodes[i] == [0, pile_z0]:
ops.load(i, -top_h, -top_f, top_m) # 加载
ops.system('BandGeneral')
ops.numberer('Plain')
ops.constraints('Plain')
ops.integrator('LoadControl', 0.01)
ops.test('EnergyIncr', 1e-6, 200)
ops.algorithm('Newton')
ops.analysis('Static')
ops.analyze(100)
node_disp = {}
for i in ops.getNodeTags():
node_disp[i] = [j * 1000 for j in ops.nodeDisp(i)]
elem_m = {}
for i in pile_elem:
for j in i:
elem_m[j] = [k / 1000 for k in ops.eleForce(j)]
plt.figure()
for i, j in enumerate(pile_elem):
plt.subplot(f'1{len(pile_elem)}{i+1}')
if i == 0:
plt.ylabel('Pile Depth(m)')
node_disp_x = []
for m, n in enumerate(j):
node_1 = ops.eleNodes(n)[0]
if m == 0:
plt.plot([0, node_disp[node_1][0]], [nodes[node_1][1], nodes[node_1][1]],
linewidth=1.5, color='grey')
else:
plt.plot([0, node_disp[node_1][0]], [nodes[node_1][1], nodes[node_1][1]],
linewidth=0.7, color='grey')
node_disp_x.append(node_disp[node_1][0])
for m, n in enumerate(j):
node_1 = ops.eleNodes(n)[0]
if abs(node_disp[node_1][0]) == max([abs(i) for i in node_disp_x]):
side = 1 if node_disp[node_1][0] > 0 else -1
plt.annotate(f'{node_disp[node_1][0]:.1f} mm', xy=(node_disp[node_1][0], nodes[node_1][1]),
xytext=(0.4 + 0.1 * side, 0.5), textcoords='axes fraction',
bbox=dict(boxstyle="round", fc="0.8"),
arrowprops=dict(arrowstyle='->', connectionstyle=f"arc3,rad={side * 0.3}"))
break
plt.plot([0, 0], [node_z[0], node_z[-1]], linewidth=1.5, color='dimgray')
plt.plot(node_disp_x, node_z[:-1], linewidth=1.5, color='midnightblue')
plt.xlabel(f'Displacement_{i+1} (mm)')
plt.show()
plt.figure()
for i, j in enumerate(pile_elem):
plt.subplot(f'1{len(pile_elem)}{i + 1}')
if i == 0:
plt.ylabel('Pile Depth(m)')
elem_mi = []
for m, n in enumerate(j):
node_1 = ops.eleNodes(n)[0]
if m == 0:
plt.plot([0, elem_m[n][2]], [nodes[node_1][1], nodes[node_1][1]],
linewidth=1.5, color='grey')
else:
plt.plot([0, elem_m[n][2]], [nodes[node_1][1], nodes[node_1][1]],
linewidth=0.7, color='grey')
elem_mi.append(elem_m[n][2])
for m, n in enumerate(j):
node_1 = ops.eleNodes(n)[0]
if abs(elem_m[n][2]) == max([abs(i) for i in elem_mi]):
side = 1 if elem_m[n][2] > 0 else -1
plt.annotate(f'{elem_m[n][2]:.1f} kN.m', xy=(elem_m[n][2], nodes[node_1][1]),
xytext=(0.4 + 0.1 * side, 0.5), textcoords='axes fraction',
bbox=dict(boxstyle="round", fc="0.8"),
arrowprops=dict(arrowstyle='->', connectionstyle=f"arc3,rad={side * 0.3}"))
break
plt.plot([0, 0], [node_z[0], node_z[-1]], linewidth=1.5, color='dimgray')
plt.plot(elem_mi, node_z[:-1], linewidth=1.5, color='brown')
plt.xlabel(f'Moment_{i + 1} (kN.m)')
plt.show()
return pile_elem, elem_m
def ModalAnalysis3D(numEigen):
"""
|-----------------------------------------------------------------------|
| |
| Modal Analysis of 3D systems |
| |
| Author: Volkan Ozsarac |
| Affiliation: University School for Advanced Studies IUSS Pavia |
| Earthquake Engineering PhD Candidate |
| |
|-----------------------------------------------------------------------|
"""
import numpy as np
import openseespy.opensees as op
import time
import sys
print('Extracting the mass matrix, ignore the following warnings...\n')
op.wipeAnalysis()
op.system('FullGeneral')
op.analysis('Transient')
# Extract the Mass Matrix
op.integrator('GimmeMCK',1.0,0.0,0.0)
op.analyze(1,0.0)
time.sleep(0.5)
# Number of equations in the model
N = op.systemSize() # Has to be done after analyze
Mmatrix = op.printA('-ret') # Or use op.printA('-file','M.out')
Mmatrix = np.array(Mmatrix) # Convert the list to an array
Mmatrix.shape = (N,N) # Make the array an NxN matrix
print('\nExtracted the mass matrix, ignore the previous warnings...')
# Rerrange the mass matrix in accordance with nodelist order from getNodeTags()
DOFs = [] # These are the idx of all the DOFs used in the extract mass matrix, order is rearranged
used = {} # Save here the nodes and their associated dofs used in global mass matrix
lx = np.zeros([N,1]) # influence vector (x)
ly = np.zeros([N,1]) # influence vector (y)
lz = np.zeros([N,1]) # influence vector (z)
lrx = np.zeros([N,1]) # influence vector (rx)
lry = np.zeros([N,1]) # influence vector (ry)
lrz = np.zeros([N,1]) # influence vector (rz)
idx = 0 # index
NDF = 6 # NDF is number of DOFs/node
for node in op.getNodeTags():
used[node] = []
for j in range(NDF):
temp = op.nodeDOFs(node)[j]
if temp not in DOFs and temp >=0:
DOFs.append(op.nodeDOFs(node)[j])
used[node].append(j+1)
if j == 0: lx[idx,0] = 1
if j == 1: ly[idx,0] = 1
if j == 2: lz[idx,0] = 1
if j == 3: lrx[idx,0] = 1
if j == 4: lry[idx,0] = 1
if j == 5: lrz[idx,0] = 1
idx += 1
Mmatrix = Mmatrix[DOFs,:][:,DOFs]
op.wipeAnalysis()
listSolvers = ['-genBandArpack','-fullGenLapack','-symmBandLapack']
ok = 1
for s in listSolvers:
print("Using %s as solver..." % s[1:])
try:
eigenValues = op.eigen(s,numEigen)
catchOK = 0
ok = 0
except:
catchOK = 1
if catchOK==0:
for i in range(numEigen):
if eigenValues[i] < 0: ok = 1
if ok==0:
print('Eigenvalue analysis is completed.')
break
if ok!=0:
print("Error on Modal Analysis...")
sys.exit()
else:
Lamda = np.asarray(eigenValues)
Omega = Lamda**0.5
T = 2*np.pi/Omega
f = 1/T
print('Modal properties for the first %d modes:' % numEigen)
Mx = []; My = []; Mz = []; Mrx = []; Mry = []; Mrz = []
dofs = ['x','y','z','rx','ry','rz']
print('Mode| T [sec] | f [Hz] | \u03C9 [rad/sec] | Mx [%] | My [%] | Mz [%] | \u2211Mx [%] | \u2211My [%] | \u2211Mz [%]')
for mode in range(1,numEigen+1): # Although Mrx, Mry and Mrz are calculated, I am not printing these
idx = 0
phi = np.zeros([N,1])
for node in used:
for dof in used[node]:
phi[idx,0]=op.nodeEigenvector(node,mode,dof)
idx += 1
for dof in dofs:
l = eval('l'+dof)
Mtot = l.T@Mmatrix@l # Total mass in specified global dof
Mn = phi.T@Mmatrix@phi # Modal mass in specified global dof
Ln = phi.T@Mmatrix@l # Effective modal mass in specified global dof
Mnstar = Ln**2/Mn/Mtot*100 # Normalised effective modal mass participating [%], in specified global dof
eval('M'+dof).append(Mnstar[0,0]) # Save the modal mass for the specified dof
print('%3s |%7s |%6s |%9s |%6s |%6s |%6s |%7s |%7s |%7s' \
% ("{:.0f}".format(mode), "{:.3f}".format(T[mode-1]), "{:.3f}".format(f[mode-1]), "{:.2f}".format(Omega[mode-1]), \
"{:.2f}".format(Mx[mode-1]), "{:.2f}".format(My[mode-1]), "{:.2f}".format(Mz[mode-1]), \
"{:.2f}".format(sum(Mx)), "{:.2f}".format(sum(My)), "{:.2f}".format(sum(Mz))))
Mtot = lx.T@Mmatrix@lx; Mtot = Mtot[0,0]
def NSProcedure(ndm, ndf, NbaysX, NbaysZ, NStr, XbayL, ZbayL, StoryH, lon, lat,
SHL, Vso, gamma_soil, nu_soil, Re, fpc, Ec, gamma_conc, fy, E0,
bsteel, ColTransfType, BeamEffFact, ColEffFact, g, Qsd, Ql,
Qlr, EMs, R, Ie, StrType, BldTypCo, BldTypCm, DsgnType, dirs,
directory):
# The Nonlinear Static Procdure is executed in order to get responses
# of a defined building.
import openseespy.opensees as ops
import OPSDefsMOD as OPSDMOD
import OPSDefsAN as OPSDAN
from timeit import default_timer as timer
import ASCE716Seismic as ASCE716
import ASCE4117
import matplotlib.pyplot as plt
import pickle
import numpy as np
for mm in range(len(NbaysX)):
for nn in range(len(NStr)):
for oo in range(len(Vso)):
Teff = np.zeros(
(len(dirs)
)) # [s][LIST] effective lateral period of building.
for ii in range(len(dirs)):
time_o = timer()
# Some previous definitions
# ----------------------------
if DsgnType in ('conv_dsgn'):
flex = 'no'
elif DsgnType in ('ssi_dsgn'):
flex = 'yes'
# SiteClass = ASCE716.detSiteClass(Vso[oo])
# Unpicklin' some stored parameters from design process.
# ------------------------------------------------------
workpath = directory + '\\RegularDesign\\' + str(NbaysX[mm])+'BayX'+str(NbaysZ)+\
'BayZ'+str(NStr[nn])+'FLRS'+str(Vso[oo])+'.pickle'
with open(workpath, 'rb') as f:
ColDims, Colreinf, XBDims, XBreinf, ZBDims, ZBreinf, _, _, _, _, _, _, _, _, _, _ = pickle.load(
f)
# Calculation of height vector
# ------------------------------
if flex in ('Y', 'YES', 'Yes', 'yES', 'yes', 'y'):
# [m][LIST] with level height starting from first level or from base if foundation flexibility is included.
hx = [0.0001]
else:
hx = []
for i in range(NStr[nn]):
hx.append((i + 1) * StoryH)
# Plan Dimensions of Building
B = NbaysZ * ZbayL # [m] short side of building plan.
L = NbaysX[mm] * XbayL # [m] long side of building plan.
# Determination of MCEr spectral acceleration parameters
# ------------------------------------------------------
(Sxs, Sx1) = ASCE4117.detSxi(lon, lat, Vso[oo], SHL)
# MODELING OF THE STRUCTURE USING OPENSEESPY
# ===========================================
ops.wipe()
OPSDMOD.ModelGen(ndm, ndf)
OPSDMOD.NodeGen(NbaysX[mm], NbaysZ, XbayL, ZbayL, StoryH,
NStr[nn], flex)
OPSDMOD.MastNodeGen(NbaysX[mm],
NbaysZ,
XbayL,
ZbayL,
StoryH,
NStr[nn],
flex,
coords=0)
OPSDMOD.SPConstGen(NbaysX[mm], NbaysZ, flex)
OPSDMOD.MPConstGen(NbaysX[mm], NbaysZ, NStr[nn], flex)
OPSDMOD.MatGenRCB(fpc, Ec, fy, E0, bsteel)
# OPSDMOD.GeomTransGen(ColTransfType,XBD=[min(XBDims[:,0]),min(XBDims[:,1])],\
# ZBD=[min(ZBDims[:,0]),min(ZBDims[:,1])],\
# ColD=[min(ColDims[:,0]),min(ColDims[:,1])])
OPSDMOD.GeomTransGen(
ColTransfType,
ColD=[min(ColDims[:, 0]),
min(ColDims[:, 1])])
# OPSDMOD.GeomTransGen(ColTransfType)
if flex in ('Y', 'YES', 'Yes', 'yES', 'yes', 'y'):
# Interface elements generation for foundation flexibility considerations.
# =========================================================================
# Materials generation: stiffness constants accounting for soil flexibility.
# ---------------------------------------------------------------------------
OPSDMOD.FoundFlexMaterials(NbaysX[mm],NbaysZ,XbayL,ZbayL,Sxs,Vso[oo],gamma_soil,nu_soil,B,L,Re,\
D=0,omega_soil=0,analtype='lat')
# Zero-Length elements creation for connecting base nodes.
OPSDMOD.FoundFlexZLElements(NbaysX[mm], NbaysZ, XbayL,
ZbayL, B, L, Re)
OPSDMOD.ElementGen(NbaysX[mm],NbaysZ,XbayL,ZbayL,NStr[nn],StoryH,XBDims,ZBDims,\
ColDims,BeamEffFact,ColEffFact,Ec,fy,EMs,\
XBreinf,ZBreinf,Colreinf,N=5,rec=0.0654,nuconc=0.2,dbar=0.025)
[Wx,MassInputMatr] = \
OPSDMOD.LumpedMassGen(NbaysX[mm],NbaysZ,XBDims,ZBDims,ColDims,gamma_conc,g,XbayL,ZbayL,NStr[nn],StoryH,Qsd,flex)
W = sum(Wx) # [kN] total weight of the building
# GRAVITY LOADS APPLIED TO MODEL ACCORDINGO TO ASCE4117
# ======================================================
# According to ASCE4117 Section 7.2.2, equation (7-3), the combination
# of gravitational loads mus be as follows:
# Qg = Qd + 0.25*Ql + Qs (7-3)
OPSDMOD.DeadLoadGen(NbaysX[mm], NbaysZ, NStr[nn], XBDims,
ZBDims, ColDims, gamma_conc)
OPSDMOD.SuperDeadLoadGen(NbaysX[mm], NbaysZ, NStr[nn],
XbayL, ZbayL, Qsd)
OPSDMOD.LiveLoadGen(NbaysX[mm], NbaysZ, NStr[nn], XbayL,
ZbayL, 0.25 * Ql, 0.25 * Qlr)
# GRAVITY-LOADS-CASE ANALYSIS.
# ============================
ops.system('ProfileSPD')
ops.constraints('Transformation')
ops.numberer('RCM')
ops.test('NormDispIncr', 1.0e-4, 100)
ops.algorithm('KrylovNewton')
ops.integrator('LoadControl', 1)
ops.analysis('Static')
ops.analyze(1)
# Vertical reactions Calculation for verification.
# ------------------------------------------------
ops.reactions()
YReact = 0
for i in range((NbaysX[mm] + 1) * (NbaysZ + 1)):
if flex in ('Y', 'YES', 'Yes', 'yES', 'yes', 'y'):
YReact += ops.nodeReaction(int(i + 1), 2)
else:
YReact += ops.nodeReaction(int(i + 1 + 1e4), 2)
# ==========================================================================
# MODAL ANALYSIS FOR DETERMINING FUNDAMENTAL PERIOD AND ITS DIRECTION.
# ==========================================================================
(T, Tmaxver,
Mast) = OPSDAN.ModalAnalysis(NStr[nn], B, L, Wx, flex)
print(T)
# ==================
# PUSHOVER ANALYSIS
# ==================
# Lateral Force used for analysis
# --------------------------------
# Using functions from ASCE716Seismic Module.
(_,_,_,_,_,_,_,_,_,_,_,FxF,_,_,_) = \
ASCE716.ELFP(Sxs,Sx1,Vso[oo],Wx,R,Ie,hx,StrType,T[0,ii])
# Aplication of forces to the model.
# ----------------------------------
ops.loadConst('-time', 0.0)
MdeShape = OPSDMOD.POForceGen(NStr[nn], FxF, dirs[ii],
flex)
# =============================================
# First Execution of the analysis and output results.
# =============================================
(results1,dtg1,tgfactor1) = \
OPSDAN.POAnalysisProc(lon,lat,Vso[oo],SHL,NbaysX[mm],NbaysZ,\
NStr[nn],StoryH,R,Ie,BldTypCo,BldTypCm,\
T[0,ii],W,dirs[ii],flex,\
DispIncr=0,beta=0.05,TL=8.,Tf=6.0,Npts=500,Vy=0,Te=0) # [Disp,Force]
# =====================================================
# Determining the first approximation of values of Vy
# and calculation of effective fundamental period for NSP
# =====================================================
(Delta_y, V_y, Delta_d, V_d, Ke, alpha1, alpha2) = \
ASCE4117.IFDC(dtg1,results1)
Ki = Mast[ii] * 4 * np.pi**2 / T[
0,
ii]**2 # [kN/m] elastic lateral stiffness of the building.
Teff[ii] = T[0, ii] * (
Ki / Ke
)**0.5 # [s] effctive fundamental period of building.
# =============================================
# Second Execution of the analysis and output results.
# =============================================
ops.wipe()
OPSDMOD.ModelGen(ndm, ndf)
OPSDMOD.NodeGen(NbaysX[mm], NbaysZ, XbayL, ZbayL, StoryH,
NStr[nn], flex)
OPSDMOD.MastNodeGen(NbaysX[mm],
NbaysZ,
XbayL,
ZbayL,
StoryH,
NStr[nn],
flex,
coords=0)
OPSDMOD.SPConstGen(NbaysX[mm], NbaysZ, flex)
OPSDMOD.MPConstGen(NbaysX[mm], NbaysZ, NStr[nn], flex)
OPSDMOD.MatGenRCB(fpc, Ec, fy, E0, bsteel)
# OPSDMOD.GeomTransGen(ColTransfType,XBD=[min(XBDims[:,0]),min(XBDims[:,1])],\
# ZBD=[min(ZBDims[:,0]),min(ZBDims[:,1])],\
# ColD=[min(ColDims[:,0]),min(ColDims[:,1])])
OPSDMOD.GeomTransGen(
ColTransfType,
ColD=[min(ColDims[:, 0]),
min(ColDims[:, 1])])
# OPSDMOD.GeomTransGen(ColTransfType)
if flex in ('Y', 'YES', 'Yes', 'yES', 'yes', 'y'):
# Interface elements generation for foundation flexibility considerations.
# =========================================================================
# Materials generation: stiffness constants accounting for soil flexibility.
# ---------------------------------------------------------------------------
OPSDMOD.FoundFlexMaterials(NbaysX[mm],NbaysZ,XbayL,ZbayL,Sxs,Vso[oo],gamma_soil,nu_soil,B,L,Re,\
D=0,omega_soil=0,analtype='lat')
# Zero-Length elements creation for connecting base nodes.
OPSDMOD.FoundFlexZLElements(NbaysX[mm], NbaysZ, XbayL,
ZbayL, B, L, Re)
OPSDMOD.ElementGen(NbaysX[mm],NbaysZ,XbayL,ZbayL,NStr[nn],StoryH,XBDims,ZBDims,\
ColDims,BeamEffFact,ColEffFact,Ec,fy,EMs,\
XBreinf,ZBreinf,Colreinf,N=5,rec=0.0654,nuconc=0.2,dbar=0.025)
[Wx,MassInputMatr] = \
OPSDMOD.LumpedMassGen(NbaysX[mm],NbaysZ,XBDims,ZBDims,ColDims,gamma_conc,g,XbayL,ZbayL,NStr[nn],StoryH,Qsd,flex)
W = sum(Wx) # [kN] total weight of the building
# GRAVITY LOADS APPLIED TO MODEL ACCORDINGO TO ASCE4117
# ======================================================
OPSDMOD.DeadLoadGen(NbaysX[mm], NbaysZ, NStr[nn], XBDims,
ZBDims, ColDims, gamma_conc)
OPSDMOD.SuperDeadLoadGen(NbaysX[mm], NbaysZ, NStr[nn],
XbayL, ZbayL, Qsd)
OPSDMOD.LiveLoadGen(NbaysX[mm], NbaysZ, NStr[nn], XbayL,
ZbayL, 0.25 * Ql, 0.25 * Qlr)
# GRAVITY-LOADS-CASE ANALYSIS.
# ============================
ops.system('ProfileSPD')
ops.constraints('Transformation')
ops.numberer('RCM')
ops.test('NormDispIncr', 1.0e-4, 100)
ops.algorithm('KrylovNewton')
ops.integrator('LoadControl', 1)
ops.analysis('Static')
ops.analyze(1)
# ==================
# PUSHOVER ANALYSIS
# ==================
# Lateral Force used for analysis
# --------------------------------
# Using functions from ASCE716Seismic Module.
(_,_,_,_,_,_,_,_,_,_,_,FxF,_,_,_) = \
ASCE716.ELFP(Sxs,Sx1,Vso[oo],Wx,R,Ie,hx,StrType,Teff[ii])
# Aplication of forces to the model.
# ----------------------------------
ops.loadConst('-time', 0.0)
MdeShape = OPSDMOD.POForceGen(NStr[nn], FxF, dirs[ii],
flex)
# =============================================
# First Execution of the analysis and output results.
# =============================================
(results2,dtg2,tgfactor2) = \
OPSDAN.POAnalysisProc(lon,lat,Vso[oo],SHL,NbaysX[mm],NbaysZ,\
NStr[nn],StoryH,R,Ie,BldTypCo,BldTypCm,\
T[0,ii],W,dirs[ii],flex,\
DispIncr=0,beta=0.05,TL=8.,Tf=6.0,Npts=500,Vy=0,Te=Teff[ii]) # [Disp,Force].
# =====================================================
# Determining the "exact" values of Vy
# and calculation of effective fundamental period for NSP
# =====================================================
(Delta_y, V_y, Delta_d, V_d, Ke, alpha1, alpha2) = \
ASCE4117.IFDC(dtg1,results2)
Ki = Mast[ii] * 4 * np.pi**2 / T[
0,
ii]**2 # [kN/m] elastic lateral stiffness of the building.
Teff[ii] = T[0, ii] * (
Ki / Ke
)**0.5 # [s] effctive fundamental period of building.
ttime = timer() - time_o
print(f'Elapsed Time {round(ttime/60,2)} [m]')
plt.figure()
plt.plot(results2[:, 0], results2[:, 1])
plt.grid()
print('The mode shape is:')
print(MdeShape)
return (results1, results2), (dtg1, dtg2), (tgfactor1,
tgfactor2), (tgfactor1 * dtg1,
tgfactor2 * dtg2)
tf = 0.2 * s
fr = 10 * Hz
prd = 1 / fr
ops.timeSeries('Trig', 1, ti, tf, prd)
# https://openseespydoc.readthedocs.io/en/latest/src/pathTs.html
ops.pattern('UniformExcitation', 1, 1, '-accel', 1)
# https://openseespydoc.readthedocs.io/en/latest/src/uniformExcitation.html
# amortiguamiento de rayleigh
ops.rayleigh(*setRayParam(0.05, 0.05, 0.2, 20))
# analysis commands
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('UmfPack')
ops.algorithm('Linear')
ops.integrator('Newmark', 0.5, 0.25)
ops.analysis('Transient')
# analisis
# ops.analyze(400,0.001)
ops.start()
for i in range(400):
ops.analyze(1, 0.001)
print(i)
ops.stop()
# Grafico de la deformada
fig = plt.figure(figsize=(25, 5))
opsv.plot_defo(500)
plt.show()
def analisis_opensees(path, permutaciones): #helper, #win
ops.wipe()
# bucle para generar los x análisis
for i in range(len(permutaciones)):
perfil = str(permutaciones[i][0])
nf = permutaciones[i][2]
amort = permutaciones[i][3]
den = permutaciones[i][4]
vel = permutaciones[i][5]
capas = len(permutaciones[i][6])
nstep = permutaciones[i][30]
dt = float(permutaciones[i][31])
# creación de elementos
sElemX = permutaciones[i][1] # elementos en X
sElemZ = permutaciones[i][46] # espesor en Z
# =============================================================================
# ######## geometría de la columna ######
# =============================================================================
# límite entre capas
limite_capa = []
anterior = 0
for j in range(capas):
espesor = permutaciones[i][8][j]
limite_capa.append(espesor + anterior)
anterior = limite_capa[j]
print('Límite de capa: ' + str(limite_capa[j]))
# creación de elementos y nodos en x
nElemX = 1 # elementos en x
nNodeX = 2 * nElemX + 1 # nodos en x
# creación de elementos y nodos para z
nElemZ = 1
# creación de elementos y nodos en Y y totales
nElemY = [] # elementos en y
sElemY = [] # dimension en y
nElemT = 0
for j in range(capas):
espesor = permutaciones[i][8][j]
nElemY.append(2 * espesor)
nElemT += nElemY[j]
print('Elementos en capa ' + str(j + 1) + ': ' + str(nElemY[j]))
sElemY.append(permutaciones[i][8][j] / nElemY[j])
print('Tamaño de los elementos en capa ' + str(j + 1) + ': ' +
str(sElemY[j]) + '\n')
# number of nodes in vertical direction in each layer
nNodeY = [] # dimension en y
nNodeT = 0
s = 0
for j in range(capas - 1):
nNodeY.append(4 * nElemY[j])
nNodeT += nNodeY[j]
s += 1
print('Nodos en capa ' + str(j + 1) + ': ' + str(nNodeY[j]))
nNodeY.append(4 * (nElemY[-1] + 1))
nNodeT += nNodeY[-1]
print('Nodos en capa ' + str(s + 1) + ': ' + str(nNodeY[s]))
print('Nodos totales: ' + str(nNodeT))
#win.ui.progressBar.setValue(15)
# =============================================================================
# ######### Crear nodos del suelo ##########
# =============================================================================
# creación de nodos de presión de poros
ops.model('basic', '-ndm', 3, '-ndf', 4)
with open(path + '/Post-proceso/' + perfil + '/ppNodesInfo.dat',
'w') as f:
count = 0.0
yCoord = 0.0
nodos = []
dryNode = []
altura_nf = 10 - nf
for k in range(capas):
for j in range(0, int(nNodeY[k]), 4):
ops.node(j + count + 1, 0.0, yCoord, 0.0)
ops.node(j + count + 2, 0.0, yCoord, sElemZ)
ops.node(j + count + 3, sElemX, yCoord, sElemZ)
ops.node(j + count + 4, sElemX, yCoord, 0.0)
f.write(
str(int(j + count + 1)) + '\t' + str(0.0) + '\t' +
str(yCoord) + '\t' + str(0.0) + '\n')
f.write(
str(int(j + count + 2)) + '\t' + str(0.0) + '\t' +
str(yCoord) + '\t' + str(sElemZ) + '\n')
f.write(
str(int(j + count + 3)) + '\t' + str(sElemX) + '\t' +
str(yCoord) + '\t' + str(sElemZ) + '\n')
f.write(
str(int(j + count + 4)) + '\t' + str(sElemX) + '\t' +
str(yCoord) + '\t' + str(0.0) + '\n')
nodos.append(str(j + count + 1))
nodos.append(str(j + count + 2))
nodos.append(str(j + count + 3))
nodos.append(str(j + count + 4))
#designate node sobre la superficie de agua
if yCoord >= altura_nf:
dryNode.append(j + count + 1)
dryNode.append(j + count + 2)
dryNode.append(j + count + 3)
dryNode.append(j + count + 4)
yCoord = (yCoord + sElemY[k])
count = (count + nNodeY[k])
print("Finished creating all soil nodes...")
# =============================================================================
# ####### Condiciones de contorno en la base de la columna #########
# =============================================================================
ops.fix(1, *[0, 1, 1, 0])
ops.fix(2, *[0, 1, 1, 0])
ops.fix(3, *[0, 1, 1, 0])
ops.fix(4, *[0, 1, 1, 0])
ops.equalDOF(1, 2, 1)
ops.equalDOF(1, 3, 1)
ops.equalDOF(1, 4, 1)
print('Fin de creación de nodos de la base de la columna\n\n')
# =============================================================================
# ####### Condiciones de contorno en los nudos restantes #########
# =============================================================================
count = 0
for k in range(5, int(nNodeT + 1), 4):
ops.equalDOF(k, k + 1, *[1, 2, 3])
ops.equalDOF(k, k + 2, *[1, 2, 3])
ops.equalDOF(k, k + 3, *[1, 2, 3])
print('Fin de creación equalDOF para nodos de presión de poros\n\n')
for j in range(len(dryNode)):
ops.fix(dryNode[j], *[0, 0, 0, 1])
print("Finished creating all soil boundary conditions...")
# =============================================================================
# ####### crear elemento y material de suelo #########
# =============================================================================
cargas = []
for j in range(capas):
pendiente = permutaciones[i][9][j]
slope = math.atan(pendiente / 100)
tipo_suelo = permutaciones[i][6][j]
rho = permutaciones[i][10][j]
Gr = permutaciones[i][12][j]
Br = permutaciones[i][13][j]
fric = permutaciones[i][15][j]
refpress = permutaciones[i][18][j]
gmax = permutaciones[i][19][j]
presscoef = permutaciones[i][20][j]
surf = permutaciones[i][21][j]
ev = permutaciones[i][22][j]
cc1 = permutaciones[i][23][j]
cc3 = permutaciones[i][24][j]
cd1 = permutaciones[i][25][j]
cd3 = permutaciones[i][26][j]
ptang = permutaciones[i][27][j]
coh = permutaciones[i][28][j]
if tipo_suelo == 'No cohesivo':
if float(surf) > 0:
ops.nDMaterial('PressureDependMultiYield02', j + 1, 3.0,
rho, Gr, Br, fric, gmax, refpress,
presscoef, ptang, cc1, cc3, cd1, cd3,
float(surf), 5.0, 3.0, *[1.0, 0.0], ev,
*[0.9, 0.02, 0.7, 101.0])
else:
ops.nDMaterial('PressureDependMultiYield02', j + 1, 3.0,
rho, Gr, Br, fric, gmax, refpress,
presscoef, ptang, cc1, cc3, cd1, cd3,
float(surf), *permutaciones[i][29][j], 5.0,
3.0, *[1.0,
0.0], ev, *[0.9, 0.02, 0.7, 101.0])
cargas.append(
[0.0, -9.81 * math.cos(slope), -9.81 * math.sin(slope)])
print('Fin de la creación de material de suelo\n\n')
#-----------------------------------------------------------------------------------------
# 5. CREATE SOIL ELEMENTS
#-----------------------------------------------------------------------------------------
count = 0
alpha = 1.5e-6
with open(path + '/Post-proceso/' + perfil + '/ppElemInfo.dat',
'w') as f:
# crear elemento de suelo
for k in range(capas):
for j in range(int(nElemY[k])):
nI = 4 * (j + count + 1) - 3
nJ = nI + 1
nK = nI + 2
nL = nI + 3
nM = nI + 4
nN = nI + 5
nO = nI + 6
nP = nI + 7
f.write(
str(j + count + 1) + '\t' + str(nI) + '\t' + str(nJ) +
'\t' + str(nK) + '\t' + str(nL) + '\t' + str(nM) +
'\t' + str(nN) + '\t' + str(nO) + '\t' + str(nP) +
'\n')
Bc = permutaciones[i][14][k]
ev = permutaciones[i][22][k]
ops.element('SSPbrickUP', (j + count + 1),
*[nI, nJ, nK, nL, nM, nN, nO,
nP], (k + 1), float(Bc), 1.0, 1.0, 1.0, 1.0,
float(ev), alpha, cargas[k][0], cargas[k][1],
cargas[k][2])
count = (count + int(nElemY[k]))
print('Fin de la creación del elemento del suelo\n\n')
#win.ui.progressBar.setValue(25)
# =============================================================================
# ######### Amortiguamiento de Lysmer ##########
# =============================================================================
ops.model('basic', '-ndm', 3, '-ndf', 3)
# definir nodos y coordenadas del amortiguamiento
dashF = nNodeT + 1
dashX = nNodeT + 2
dashZ = nNodeT + 3
ops.node(dashF, 0.0, 0.0, 0.0)
ops.node(dashX, 0.0, 0.0, 0.0)
ops.node(dashZ, 0.0, 0.0, 0.0)
# definir restricciones para los nodos de amortiguamiento
ops.fix(dashF, 1, 1, 1)
ops.fix(dashX, 0, 1, 1)
ops.fix(dashZ, 1, 1, 0)
# definir equalDOF para el amortiguamiento en la base del suelo
ops.equalDOF(1, dashX, 1)
ops.equalDOF(1, dashZ, 3)
print(
'Fin de la creación de condiciones de contorno de los nodos de amortiguamiento\n\n'
)
# definir el material de amortiguamiento
colArea = sElemX * sElemZ
dashpotCoeff = vel * den * colArea
ops.uniaxialMaterial('Viscous', capas + 1, dashpotCoeff, 1.0)
# definir el elemento
ops.element('zeroLength', nElemT + 1, *[dashF, dashX], '-mat',
capas + 1, '-dir', *[1])
ops.element('zeroLength', nElemT + 2, *[dashF, dashZ], '-mat',
capas + 1, '-dir', *[3])
print('Fin de la creación del elemento de amortiguamiento\n\n')
#-----------------------------------------------------------------------------------------
# 9. DEFINE ANALYSIS PARAMETERS
#-----------------------------------------------------------------------------------------
# amortiguamiento de Rayleigh
# frecuencia menor
omega1 = 2 * math.pi * 0.2
# frecuencia mayor
omega2 = 2 * math.pi * 20
a0 = 2.0 * (amort / 100) * omega1 * omega2 / (omega1 + omega2)
a1 = 2.0 * (amort / 100) / (omega1 + omega2)
print('Coeficientes de amortiguamiento' + '\n' + 'a0: ' +
format(a0, '.6f') + '\n' + 'a1: ' + format(a1, '.6f') + '\n\n')
#win.ui.progressBar.setValue(35)
# =============================================================================
# ######## Determinación de análisis estático #########
# =============================================================================
#---DETERMINE STABLE ANALYSIS TIME STEP USING CFL CONDITION
# se determina a partir de un análisis transitorio de largo tiempo
duration = nstep * dt
# tamaño mínimo del elemento y velocidad máxima
minSize = sElemY[0]
vsMax = permutaciones[i][11][0]
for j in range(1, capas):
if sElemY[j] < minSize:
minSize = sElemY[j]
if permutaciones[i][11][j] > vsMax:
vsMax = permutaciones[i][11][j]
# trial analysis time step
kTrial = minSize / (vsMax**0.5)
# tiempo de análisis y pasos de tiempo
if dt <= kTrial:
nStep = nstep
dT = dt
else:
nStep = int(math.floor(duration / kTrial) + 1)
dT = duration / nStep
print('Número de pasos en el análisis: ' + str(nStep) + '\n')
print('Incremento de tiempo: ' + str(dT) + '\n\n')
#----------------------------------------------------------------------------------------
# 7. GRAVITY ANALYSIS
#-----------------------------------------------------------------------------------------
ops.model('basic', '-ndm', 3, '-ndf', 4)
ops.updateMaterialStage('-material', int(k + 1), '-stage', 0)
# algoritmo de análisis estático
ops.constraints(permutaciones[i][32][0],
float(permutaciones[i][32][1]),
float(permutaciones[i][32][2]))
ops.test(permutaciones[i][34][0], float(permutaciones[i][34][1]),
int(permutaciones[i][34][2]), int(permutaciones[i][34][3]))
ops.algorithm(permutaciones[i][38][0])
ops.numberer(permutaciones[i][33][0])
ops.system(permutaciones[i][36][0])
ops.integrator(permutaciones[i][35][0], float(permutaciones[i][35][1]),
float(permutaciones[i][35][2]))
ops.analysis(permutaciones[i][37][0])
print('Inicio de análisis estático elástico\n\n')
ops.start()
ops.analyze(20, 5.0e2)
print('Fin de análisis estático elástico\n\n')
#win.ui.progressBar.setValue(40)
# update materials to consider plastic behavior
# =============================================================================
ops.updateMaterialStage('-material', int(k + 1), '-stage', 1)
# =============================================================================
# plastic gravity loading
print('Inicio de análisis estático plástico\n\n')
ok = ops.analyze(40, 5.0e-2)
if ok != 0:
error = 'Error de convergencia en análisis estático de modelo' + str(
perfil) + '\n\n'
print(error)
break
print('Fin de análisis estático plástico\n\n')
#-----------------------------------------------------------------------------------------
# 11. UPDATE ELEMENT PERMEABILITY VALUES FOR POST-GRAVITY ANALYSIS
#-----------------------------------------------------------------------------------------
ini = 1
aum = 0
sum = 0
for j in range(capas):
#Layer 3
ops.setParameter(
'-val', permutaciones[i][16][j],
['-eleRange',
int(ini + aum),
int(nElemY[j] + sum)], 'xPerm')
ops.setParameter(
'-val', permutaciones[i][17][j],
['-eleRange',
int(ini + aum),
int(nElemY[j] + sum)], 'yPerm')
ops.setParameter(
'-val', permutaciones[i][16][j],
['-eleRange',
int(ini + aum),
int(nElemY[j] + sum)], 'zPerm')
ini = nElemY[j] + sum
sum += nElemY[j]
aum = 1
print("Finished updating permeabilities for dynamic analysis...")
# =============================================================================
# ########### Grabadores dinámicos ##########
# =============================================================================
ops.setTime(0.0)
ops.wipeAnalysis()
ops.remove('recorders')
# tiempo de la grabadora
recDT = 10 * dt
path_acel = path + '/Post-proceso/' + perfil + '/dinamico/aceleraciones/'
ops.recorder('Node', '-file', path_acel + 'accelerationx.out', '-time',
'-dT', recDT, '-node', *nodos, '-dof', 1, 'accel')
print('Fin de creación de grabadores\n\n')
#win.ui.progressBar.setValue(50)
# =============================================================================
# ######### Determinación de análisis dinámico ##########
# =============================================================================
# objeto de serie temporal para el historial de fuerza
path_vel = path + '/Pre-proceso/' + perfil + '/TREASISL2.txt'
ops.timeSeries('Path', 1, '-dt', dt, '-filePath', path_vel, '-factor',
dashpotCoeff)
ops.pattern('Plain', 10, 1)
ops.load(1, *[1.0, 0.0, 0.0, 0.0]) #CAMBIO REALIZADO OJO
print('Fin de creación de carga dinámica\n\n')
# algoritmo de análisis dinámico
ops.constraints(permutaciones[i][39][0],
float(permutaciones[i][39][1]),
float(permutaciones[i][39][2]))
ops.test(permutaciones[i][41][0], float(permutaciones[i][41][1]),
int(permutaciones[i][41][2]), int(permutaciones[i][41][3]))
ops.algorithm(permutaciones[i][45][0])
ops.numberer(permutaciones[i][40][0])
ops.system(permutaciones[i][43][0])
ops.integrator(permutaciones[i][42][0], float(permutaciones[i][42][1]),
float(permutaciones[i][42][2]))
ops.analysis(permutaciones[i][44][0])
# =============================================================================
# ops.rayleigh(a0, a1, 0.0, 0.0)
# =============================================================================
print('Inicio de análisis dinámico\n\n')
#win.ui.progressBar.setValue(85)
ok = ops.analyze(nStep, dT)
if ok != 0:
error = 'Error de convergencia en análisis dinámico de modelo' + str(
permutaciones[i][0]) + '\n\n'
print(error)
curTime = ops.getTime()
mTime = curTime
print('cursTime:' + str(curTime))
curStep = (curTime / dT)
print('cursStep:' + str(curStep))
rStep = (nStep - curStep) * 2.0
remStep = int(nStep - curStep) * 2.0
print('remSTep:' + str(curStep))
dT = (dT / 2)
print('dT:' + str(dT))
ops.analyze(remStep, dT)
if ok != 0:
error = 'Error de convergencia en análisis dinámico de modelo' + str(
permutaciones[i][0]) + '\n\n'
print(error)
curTime = ops.getTime()
print('cursTime:' + str(curTime))
curStep = (curTime - mTime) / dT
print('cursStep:' + str(curStep))
remStep = int(rStep - curStep) * 2
print('remSTep:' + str(curStep))
dT = (dT / 2)
print('dT:' + str(dT))
ops.analyze(remStep, dT)
print('Fin de análisis dinámico\n\n')
ops.wipe()
for i in range(nNode):
ops.node(i+1, *Node[i][1:])
# construccion de elementos
for i in range(nEle):
if (Ele[i][0] == 1):
ops.element('quad', i+1, *Ele[i][2:], B, 'PlaneStress', Ele[i][0])
# condiciones de frontera
boundFix(nNode, Node)
ops.timeSeries('Linear',1)
ops.pattern('Plain',1,1)
fx = 0
fy = -10*kN
ops.load(2, fx, fy)
#for i in range(nNode):
# if (Node[i][0] == 2):
# ops.load(i+1, fx, fy)
ops.system('FullGeneral') # probar otros solvers: 'UmfPack' 'SparseSYM'
ops.numberer('Plain')
ops.constraints('Plain')
ops.integrator('LoadControl',1)
ops.algorithm('Linear')
ops.analysis('Static')
ops.analyze(1)
# Desplazamiento
disp = ops.nodeDisp(2,2)
print(disp)
# create numberer object
ops.numberer('Plain')
# create convergence test object
ops.test('PFEM', 1e-5, 1e-5, 1e-5, 1e-5, 1e-5, 1e-5, 10, 3, 1, 2)
# create algorithm object
ops.algorithm('Newton')
# create integrator object
ops.integrator('PFEM', 0.5, 0.25)
# create SOE object
ops.system('PFEM')
# ops.system('PFEM', '-mumps) Linux version can use mumps
# create analysis object
ops.analysis('PFEM', dtmax, dtmin, b2)
# analysis
while ops.getTime() < totaltime:
# analysis
if ops.analyze() < 0:
break
ops.remesh()
print("==========================================")
