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(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 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 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 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 buildLinearAnalysis(gamma, beta):
# do analysis
ops.constraints('Plain')
ops.numberer('Plain')
ops.algorithm('Linear')
ops.integrator('Newmark', gamma, beta)
ops.system('ProfileSPD')
ops.analysis('Transient')
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 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 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 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 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 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 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 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 CyclicDisplace(Ddelta: float, Dnum: int, Dincr: float, Node: int, dof: int,
tol: float, ite: float):
'''
Ddelta: Displacement increment of each cyclic loading\n
每一个循环圈的位移增量\n
Dnum: Number of cyclic loading times\n
循环的总圈数\n
Dincr: Displacement increment in each analyze step\n
每一圈循环的增量步\n
Node: Node which applied displacment\n
dof: Direction of cyclic loading\n
tol: the tolerance criteria used to check for convergence\n
iter: the max number of iterations to check before returning failure condition\n
u:Maxmini of cyclic displacment\n
每一圈循环的最大位移\n
negdel: reverse of Dincr of cyclic increment step\n
每圈的反向增量步\n
u/Dincr: number of direction cyclic step\n
一个方向的最大增量步步数\n
2 * u/Dincr: reverse direction cyclic step\n
反向加载的步数 因为要先回到远点再向负方向加载
'''
ops.constraints("Transformation")
ops.numberer("RCM")
ops.system("FullGeneral")
ops.test('NormUnbalance', tol, ite, 0)
ops.algorithm("Linear")
for ii in range(1, Dnum + 1):
u = Ddelta * ii
negdel = -Dincr
logger.info(
"%d Cyclic of Displacement, node = %d, dof = %d , Dincr = %f Plus of Displacement...",
ii, Node, dof, Dincr)
Analysis_Proc(int(u / Dincr), Node, dof, Dincr)
logger.info(
"%d Cyclic of Displacement, node = %d, dof = %d, Dincr = %f Minus of Displacement...",
ii, Node, dof, negdel)
Analysis_Proc(int(2 * u / Dincr), Node, dof, negdel)
logger.info(
"%d Cyclic of Displacement, node = %d, dof = %d, Dincr = %f Back to Zero...",
ii, Node, dof, Dincr)
Analysis_Proc(int(u / Dincr), Node, dof, Dincr)
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 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 add_nodes(joints_df, mass_df, list_new_joints, dict_of_hinges):
# Identify the joints that were auto created by ETABS (like COM joints)
points_df = joints_df[joints_df.IsAuto == 'Yes'].copy()
# create joints in opensees mdoel
joints_df.apply(lambda row: op.node(row.UniqueName, row.X, row.Y, row.Z),
axis='columns')
# add restraints to the joints
joints_df.apply(
lambda row: op.fix(row.UniqueName, *[int(r) for r in row.Restraints]),
axis='columns')
# special joint restraints for the COM joints
points_df.apply(lambda row: op.fix(row.UniqueName, *[0, 0, 1, 1, 1, 0]),
axis='columns')
op.constraints('Transformation')
# if the model diaphragm is rigid, define rigidity on each floor
if rigid_dia:
# obtain the list of floors in terms of the elevation (Z coordinate)
floor_list = set(joints_df[joints_df.Z > joints_df.Z.min()].Z)
# iterate through each floor to define rigid diaphragm
for floor in floor_list:
nodes_list = list(
joints_df.loc[joints_df.Z == floor]['UniqueName'])
remove_list = list(set(nodes_list) & set(list_new_joints)) + list(
dict_of_hinges.keys())
nodes = [i for i in nodes_list if i not in remove_list]
op.rigidDiaphragm(3, *nodes)
# apply mass to the respective nodes
mass_df.apply(lambda row: op.mass(row.PointElm, row.UX, row.UY, row.UZ, row
.RX, row.RY, row.RZ),
axis='columns')
return
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.")
ops.element('elasticBeamColumn', 1, 1, 2, A, E, G, J, Iy, Iz, gTTagz)
ops.element('elasticBeamColumn', 2, 2, 3, A, E, G, J, Iy, Iz, gTTagx)
ops.element('elasticBeamColumn', 3, 3, 4, A, E, G, J, Iy, Iz, gTTagy)
Ew = {}
Px = -4.e1
Py = -2.5e1
Pz = -3.e1
ops.timeSeries('Constant', 1)
ops.pattern('Plain', 1, 1)
ops.load(4, Px, Py, Pz, 0., 0., 0.)
ops.constraints('Transformation')
ops.numberer('RCM')
ops.system('BandGeneral')
ops.test('NormDispIncr', 1.0e-6, 6, 2)
ops.algorithm('Linear')
ops.integrator('LoadControl', 1)
ops.analysis('Static')
ops.analyze(1)
opsv.plot_model()
sfac = 2.0e0
# fig_wi_he = 22., 14.
fig_wi_he = 30., 20.
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_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 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]))
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 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)
def __init__(self):
# AIが取れるアクションの設定
self.action = np.array([
0, 0.02, 0.03, 0.05, 0.1, 0.2, 0.3, 0.4, 0.5, 0.6, 0.7, 0.8, 0.9, 1
])
self.naction = len(self.action)
self.beta = 1 / 4
# 1質点系モデル
self.T0 = 4
self.h = self.action[0]
self.hs = [self.h]
self.m = 100
self.k = 4 * np.pi**2 * self.m / self.T0**2
# 入力地震動
self.dt = 0.02
to_meter = 0.01 # cmをmに変換する値
self.wave_url = 'https://github.com/kakemotokeita/dqn-seismic-control/blob/master/wave/sample.csv'
with urllib.request.urlopen(self.wave_url) as wave_file:
self.wave_data = np.loadtxt(
wave_file, usecols=(0, ), delimiter=',', skiprows=3) * to_meter
# OpenSees設定
op.wipe()
op.model('basic', '-ndm', 2, '-ndf', 3) # 2 dimensions, 3 dof per node
# 節点
self.bot_node = 1
self.top_node = 2
op.node(self.bot_node, 0., 0.)
op.node(self.top_node, 0., 0.)
# 境界条件
op.fix(self.top_node, FREE, FIXED, FIXED)
op.fix(self.bot_node, FIXED, FIXED, FIXED)
op.equalDOF(1, 2, *[Y, ROTZ])
# 質量
op.mass(self.top_node, self.m, 0., 0.)
# 弾性剛性
elastic_mat_tag = 1
Fy = 1e10
E0 = self.k
b = 1.0
op.uniaxialMaterial('Steel01', elastic_mat_tag, Fy, E0, b)
# Assign zero length element
beam_tag = 1
op.element('zeroLength', beam_tag, self.bot_node, self.top_node,
"-mat", elastic_mat_tag, "-dir", 1, '-doRayleigh', 1)
# Define the dynamic analysis
load_tag_dynamic = 1
pattern_tag_dynamic = 1
self.values = list(-1 * self.wave_data) # should be negative
op.timeSeries('Path', load_tag_dynamic, '-dt', self.dt, '-values',
*self.values)
op.pattern('UniformExcitation', pattern_tag_dynamic, X, '-accel',
load_tag_dynamic)
# 減衰の設定
self.w0 = op.eigen('-fullGenLapack', 1)[0]**0.5
self.alpha_m = 0.0
self.beta_k = 2 * self.h / self.w0
self.beta_k_init = 0.0
self.beta_k_comm = 0.0
op.rayleigh(self.alpha_m, self.beta_k, self.beta_k_init,
self.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)
self.i_pre = 0
self.i = 0
self.i_next = 0
self.time = 0
self.analysis_time = (len(self.values) - 1) * self.dt
self.dis = 0
self.vel = 0
self.acc = 0
self.a_acc = 0
self.force = 0
self.resp = {
"time": [],
"dis": [],
"acc": [],
"a_acc": [],
"vel": [],
"force": [],
}
self.done = False
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)
def RunAnalysis():
AnalysisType = 'Pushover'
# Pushover Gravity
## ------------------------------
## Start of model generation
## -----------------------------
# remove existing model
ops.wipe()
# set modelbuilder
ops.model('basic', '-ndm', 2, '-ndf', 3)
import math
############################################
### Units and Constants ###################
############################################
inch = 1
kip = 1
sec = 1
# Dependent units
sq_in = inch * inch
ksi = kip / sq_in
ft = 12 * inch
# Constants
g = 386.2 * inch / (sec * sec)
pi = math.acos(-1)
#######################################
##### Dimensions
#######################################
# Dimensions Input
H_story = 10.0 * ft
W_bayX = 16.0 * ft
W_bayY_ab = 5.0 * ft + 10.0 * inch
W_bayY_bc = 8.0 * ft + 4.0 * inch
W_bayY_cd = 5.0 * ft + 10.0 * inch
# Calculated dimensions
W_structure = W_bayY_ab + W_bayY_bc + W_bayY_cd
################
### Material
################
# Steel02 Material
matTag = 1
matConnAx = 2
matConnRot = 3
Fy = 60.0 * ksi
# Yield stress
Es = 29000.0 * ksi
# Modulus of Elasticity of Steel
v = 0.2
# Poisson's ratio
Gs = Es / (1 + v)
# Shear modulus
b = 0.10
# Strain hardening ratio
params = [18.0, 0.925, 0.15] # R0,cR1,cR2
R0 = 18.0
cR1 = 0.925
cR2 = 0.15
a1 = 0.05
a2 = 1.00
a3 = 0.05
a4 = 1.0
sigInit = 0.0
alpha = 0.05
ops.uniaxialMaterial('Steel02', matTag, Fy, Es, b, R0, cR1, cR2, a1, a2,
a3, a4, sigInit)
# ##################
# ## Sections
# ##################
colSecTag1 = 1
colSecTag2 = 2
beamSecTag1 = 3
beamSecTag2 = 4
beamSecTag3 = 5
# COMMAND: section('WFSection2d', secTag, matTag, d, tw, bf, tf, Nfw, Nff)
ops.section('WFSection2d', colSecTag1, matTag, 10.5 * inch, 0.26 * inch,
5.77 * inch, 0.44 * inch, 15, 16) # outer Column
ops.section('WFSection2d', colSecTag2, matTag, 10.5 * inch, 0.26 * inch,
5.77 * inch, 0.44 * inch, 15, 16) # Inner Column
ops.section('WFSection2d', beamSecTag1, matTag, 8.3 * inch, 0.44 * inch,
8.11 * inch, 0.685 * inch, 15, 15) # outer Beam
ops.section('WFSection2d', beamSecTag2, matTag, 8.2 * inch, 0.40 * inch,
8.01 * inch, 0.650 * inch, 15, 15) # Inner Beam
ops.section('WFSection2d', beamSecTag3, matTag, 8.0 * inch, 0.40 * inch,
7.89 * inch, 0.600 * inch, 15, 15) # Inner Beam
# Beam size - W10x26
Abeam = 7.61 * inch * inch
IbeamY = 144. * (inch**4)
# Inertia along horizontal axis
IbeamZ = 14.1 * (inch**4)
# inertia along vertical axis
# BRB input data
Acore = 2.25 * inch
Aend = 10.0 * inch
LR_BRB = 0.55
# ###########################
# ##### Nodes
# ###########################
# Create All main nodes
ops.node(1, 0.0, 0.0)
ops.node(2, W_bayX, 0.0)
ops.node(3, 2 * W_bayX, 0.0)
ops.node(11, 0.0, H_story)
ops.node(12, W_bayX, H_story)
ops.node(13, 2 * W_bayX, H_story)
ops.node(21, 0.0, 2 * H_story)
ops.node(22, W_bayX, 2 * H_story)
ops.node(23, 2 * W_bayX, 2 * H_story)
ops.node(31, 0.0, 3 * H_story)
ops.node(32, W_bayX, 3 * H_story)
ops.node(33, 2 * W_bayX, 3 * H_story)
# Beam Connection nodes
ops.node(1101, 0.0, H_story)
ops.node(1201, W_bayX, H_story)
ops.node(1202, W_bayX, H_story)
ops.node(1301, 2 * W_bayX, H_story)
ops.node(2101, 0.0, 2 * H_story)
ops.node(2201, W_bayX, 2 * H_story)
ops.node(2202, W_bayX, 2 * H_story)
ops.node(2301, 2 * W_bayX, 2 * H_story)
ops.node(3101, 0.0, 3 * H_story)
ops.node(3201, W_bayX, 3 * H_story)
ops.node(3202, W_bayX, 3 * H_story)
ops.node(3301, 2 * W_bayX, 3 * H_story)
# ###############
# Constraints
# ###############
ops.fix(1, 1, 1, 1)
ops.fix(2, 1, 1, 1)
ops.fix(3, 1, 1, 1)
# #######################
# ### Elements
# #######################
# ### Assign beam-integration tags
ColIntTag1 = 1
ColIntTag2 = 2
BeamIntTag1 = 3
BeamIntTag2 = 4
BeamIntTag3 = 5
ops.beamIntegration('Lobatto', ColIntTag1, colSecTag1, 4)
ops.beamIntegration('Lobatto', ColIntTag2, colSecTag2, 4)
ops.beamIntegration('Lobatto', BeamIntTag1, beamSecTag1, 4)
ops.beamIntegration('Lobatto', BeamIntTag2, beamSecTag2, 4)
ops.beamIntegration('Lobatto', BeamIntTag3, beamSecTag3, 4)
# Assign geometric transformation
ColTransfTag = 1
BeamTranfTag = 2
ops.geomTransf('PDelta', ColTransfTag)
ops.geomTransf('Linear', BeamTranfTag)
# Assign Elements ##############
# ## Add non-linear column elements
ops.element('forceBeamColumn', 1, 1, 11, ColTransfTag, ColIntTag1, '-mass',
0.0)
ops.element('forceBeamColumn', 2, 2, 12, ColTransfTag, ColIntTag2, '-mass',
0.0)
ops.element('forceBeamColumn', 3, 3, 13, ColTransfTag, ColIntTag1, '-mass',
0.0)
ops.element('forceBeamColumn', 11, 11, 21, ColTransfTag, ColIntTag1,
'-mass', 0.0)
ops.element('forceBeamColumn', 12, 12, 22, ColTransfTag, ColIntTag2,
'-mass', 0.0)
ops.element('forceBeamColumn', 13, 13, 23, ColTransfTag, ColIntTag1,
'-mass', 0.0)
ops.element('forceBeamColumn', 21, 21, 31, ColTransfTag, ColIntTag1,
'-mass', 0.0)
ops.element('forceBeamColumn', 22, 22, 32, ColTransfTag, ColIntTag2,
'-mass', 0.0)
ops.element('forceBeamColumn', 23, 23, 33, ColTransfTag, ColIntTag1,
'-mass', 0.0)
# ### Add linear main beam elements, along x-axis
#element('elasticBeamColumn', 101, 1101, 1201, Abeam, Es, Gs, Jbeam, IbeamY, IbeamZ, beamTransfTag, '-mass', 0.0)
ops.element('forceBeamColumn', 101, 1101, 1201, BeamTranfTag, BeamIntTag1,
'-mass', 0.0)
ops.element('forceBeamColumn', 102, 1202, 1301, BeamTranfTag, BeamIntTag1,
'-mass', 0.0)
ops.element('forceBeamColumn', 201, 2101, 2201, BeamTranfTag, BeamIntTag2,
'-mass', 0.0)
ops.element('forceBeamColumn', 202, 2202, 2301, BeamTranfTag, BeamIntTag2,
'-mass', 0.0)
ops.element('forceBeamColumn', 301, 3101, 3201, BeamTranfTag, BeamIntTag3,
'-mass', 0.0)
ops.element('forceBeamColumn', 302, 3202, 3301, BeamTranfTag, BeamIntTag3,
'-mass', 0.0)
# Assign constraints between beam end nodes and column nodes (RIgid beam column connections)
ops.equalDOF(11, 1101, 1, 2, 3)
ops.equalDOF(12, 1201, 1, 2, 3)
ops.equalDOF(12, 1202, 1, 2, 3)
ops.equalDOF(13, 1301, 1, 2, 3)
ops.equalDOF(21, 2101, 1, 2, 3)
ops.equalDOF(22, 2201, 1, 2, 3)
ops.equalDOF(22, 2202, 1, 2, 3)
ops.equalDOF(23, 2301, 1, 2, 3)
ops.equalDOF(31, 3101, 1, 2, 3)
ops.equalDOF(32, 3201, 1, 2, 3)
ops.equalDOF(32, 3202, 1, 2, 3)
ops.equalDOF(33, 3301, 1, 2, 3)
AllNodes = ops.getNodeTags()
massX = 0.49
for nodes in AllNodes:
ops.mass(nodes, massX, massX, 0.00001)
################
## Gravity Load
################
# create TimeSeries
ops.timeSeries("Linear", 1)
# create a plain load pattern
ops.pattern("Plain", 1, 1)
# Create the nodal load
ops.load(11, 0.0, -5.0 * kip, 0.0)
ops.load(12, 0.0, -6.0 * kip, 0.0)
ops.load(13, 0.0, -5.0 * kip, 0.0)
ops.load(21, 0., -5. * kip, 0.0)
ops.load(22, 0., -6. * kip, 0.0)
ops.load(23, 0., -5. * kip, 0.0)
ops.load(31, 0., -5. * kip, 0.0)
ops.load(32, 0., -6. * kip, 0.0)
ops.load(33, 0., -5. * kip, 0.0)
###############################
### PUSHOVER ANALYSIS
###############################
if (AnalysisType == "Pushover"):
print("<<<< Running Pushover Analysis >>>>")
# Create load pattern for pushover analysis
# create a plain load pattern
ops.pattern("Plain", 2, 1)
ops.load(11, 1.61, 0.0, 0.0)
ops.load(21, 3.22, 0.0, 0.0)
ops.load(31, 4.83, 0.0, 0.0)
ControlNode = 31
ControlDOF = 1
MaxDisp = 0.15 * H_story
DispIncr = 0.1
NstepsPush = int(MaxDisp / DispIncr)
Model = 'test'
LoadCase = 'Pushover'
dt = 0.2
opp.createODB(Model, LoadCase, Nmodes=3)
ops.system("ProfileSPD")
ops.numberer("Plain")
ops.constraints("Plain")
ops.integrator("DisplacementControl", ControlNode, ControlDOF,
DispIncr)
ops.algorithm("Newton")
ops.test('NormUnbalance', 1e-8, 10)
ops.analysis("Static")
# analyze(NstepsPush)
ops.analyze(100)
print("Pushover analysis complete")
