def define_material(self,
f_cu=45,
f_tu=80,
eps_y=4e-3,
eps_r=13e-3,
eps_tu=7.1e-3):
'''
Define a material object and assign appropriate properties to each
fiber in the section.
Args:
f_cu: A float ultimate compressive strength, MPa (default=45MPa).
f_tu: A float ultimate tensile strength, MPa (default=80MPa).
eps_y: A float yield compression strain (default=4e-3).
eps_r: A float compressive strain at rupture (default=13e-3).
eps_tu: A float tensile strain at rupture (default=7.1d-3).
'''
if self.section == None:
raise Exception('No section is defined.')
self.material = Material(f_cu, f_tu, eps_y, eps_r, eps_tu)
for T, mattag in self.section.temp_dict.items():
stress, strain = self.material.get_stress_strain(
T, self.section.Ti)
ops.uniaxialMaterial('ElasticMultiLinear', mattag, 0.0, '-strain',
*strain, '-stress', *stress)
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 GetSections(E):
# remove existing model
op.wipe()
# set modelbuilder
op.model('basic', '-ndm', 2, '-ndf', 3)
# define materials
op.uniaxialMaterial("Elastic", 1, E)
def create_FEM(self):
"""Create the representation of the Steel4 material in OpenSEES."""
ops.uniaxialMaterial('Steel4', self.id, self.f_y, self.E_0, '-asym',
'-kin', self.b_k, self.R_0, self.r_1, self.r_2,
self.b_kc, self.R_0c, self.r_1c, self.r_2c,
'-iso', self.b_i, self.rho_i, self.b_l, self.R_i,
self.l_yp, self.b_ic, self.rho_ic, self.b_lc,
self.R_ic, '-ult', self.f_u, self.R_u, self.f_uc,
self.R_uc)
def bilinear_material(mat_id):
e_conc = 30e6
depth = 0.4
width = 0.3
inertia = width * depth ** 3 / 12
ei = e_conc * inertia
eps_yield = 300.0e6 / 200e9
phi_y = 2.1 * eps_yield / depth
mat_props = [ei, 0.05 * ei, phi_y]
op.uniaxialMaterial("ElasticBilin", mat_id, *mat_props)
def Model_Build(x, y, A, E):
'''
Description
-----------
This function is used to determine the basic parameters of the structural
problem at hand.
Parameters
----------
x : LIST OF FLOATS
The list of the coordinates of the nodes along the x-axis.
y : LIST OF FLOATS
The list of the coordinates of the nodes along the y-axis.
A : LIST OF FLOATS
The list with the materials used for the different elements.
E : FLOAT
The modulus of elesticity of the elements.
Returns
-------
None.
'''
# Delete existing model.
ops.wipe()
# Define the model.
ops.model('basic', '-ndm', 2, '-ndf', 3)
# Define materials.
ops.uniaxialMaterial('Elastic', 1, E)
# Define the nodes.
m = len(x)
[ops.node(i + 1, *[x[i], y[i]]) for i in range(m)]
# Fix the nodes.
fixxity = [[0, 0, 1], [0, 1, 1], [1, 0, 1], [1, 1, 1]]
[
ops.fix(i +
1, *fixxity[3]) if i + 1 != 4 else ops.fix(i + 1, *fixxity[0])
for i in range(m)
]
# Define elements.
conn = [[1, 4], [2, 4], [3, 4]]
[
ops.element('Truss', i + 1, *conn[i], A[1], 1)
if i != 0 else ops.element('Truss', i + 1, *conn[i], A[0], 1)
for i in range(len(conn))
]
# Plot model.
opsplt.plot_model()
def add_beam_hinges(dict_of_hinges, dict_of_hinges_2):
# obtain nonlinear hinge properties
data = read_nonlinear_hinge_properties()
# dict_of_hinges = {real joint: (new joint, zero length element ID, orientation)}
# iterate through all the hinges and add the uniaxial material and zero length element to the opensees model
for key, value in dict_of_hinges.items():
node_R = key
node_C = value[0]
matTag = value[1]
dirn = value[2]
row = data.loc[data['Hinge NAME'] == dict_of_hinges_2[matTag]]
K0 = row['K0'].values[0]
as_Plus = row['as_Plus'].values[0]
as_Neg = row['as_Neg'].values[0]
My_Plus = row['My_Plus'].values[0]
My_Neg = row['My_Neg'].values[0]
Lamda_S = row['Lamda_S'].values[0]
Lamda_C = row['Lamda_C'].values[0]
Lamda_A = row['Lamda_A'].values[0]
Lamda_K = row['Lamda_K'].values[0]
c_S = row['c_S'].values[0]
c_C = row['c_C'].values[0]
c_A = row['c_A'].values[0]
c_K = row['c_K'].values[0]
theta_p_Plus = row['theta_p_Plus'].values[0]
theta_p_Neg = row['theta_p_Neg'].values[0]
theta_pc_Plus = row['theta_pc_Plus'].values[0]
theta_pc_Neg = row['theta_pc_Neg'].values[0]
Res_Pos = row['Res_Pos'].values[0]
Res_Neg = row['Res_Neg'].values[0]
theta_u_Plus = row['theta_u_Plus'].values[0]
theta_u_Neg = row['theta_u_Neg'].values[0]
D_Plus = row['D_Plus'].values[0]
D_Neg = row['D_Neg'].values[0]
nFactor = row['nFactor'].values[0]
# define the uniaxial material
op.uniaxialMaterial('Bilin', matTag, K0, as_Plus, as_Neg, My_Plus,
My_Neg, Lamda_S, Lamda_C, Lamda_A, Lamda_K, c_S,
c_C, c_A, c_K, theta_p_Plus, theta_p_Neg,
theta_pc_Plus, theta_pc_Neg, Res_Pos, Res_Neg,
theta_u_Plus, theta_u_Neg, D_Plus, D_Neg, nFactor)
# add the zero length element
op.element('zeroLength', matTag, node_R, node_C, '-mat', matTag,
'-dir', dirn, '-doRayleigh', 1)
# constrain the nodes connecting the rero lengrth element - all DOFs are constrained except the major bending
op.equalDOF(node_R, node_C, 1, 2, 3, int(9 - dirn), 6)
op.region(key, matTag)
return
def elements(A, E, analysis_type):
matTag = 10
ops.uniaxialMaterial('Elastic', matTag, E)
##########################################################################
eleTag = 1
member_type = 'Truss'
if analysis_type != 'Linear': member_type = 'corotTruss'
ops.element(member_type, eleTag, *[1, 2], A, matTag)
def ops_material():
# 混凝土
# 抗压强度 抗压应变 初始弹模
# 压缩方程形状参数
# 抗压临界应变
# 抗拉强度 抗拉应变
# 拉伸方程形状参数
# 抗拉临界应变
ops.uniaxialMaterial('ConcreteCM', 1, -31.7, -0.00234, 3.25e4, 7, 0.03,
6.34, 0.001, 1.2, 10000, 1)
# GFRP 拉筋
ops.uniaxialMaterial('Steel02', 2, 1255.5, 64.9e3, 1e-20)
# SFCB 纵筋
ops.uniaxialMaterial('Steel02', 3, 348.7, 170.931e3, 0.2210)
# 箍筋和中部纵筋
ops.uniaxialMaterial('Steel02', 4, 257.5, 131.378e3, 0.320)
# 约束区FSAM
ops.nDMaterial('FSAM', 5, 2360e-3, 4, 3, 1,
0.02179008664529880590197689450643,
0.04712388980384689857693965074919, 0.1, 0.01)
# 中部区域FSAM
ops.nDMaterial('FSAM', 6, 2360e-3, 4, 4, 1,
0.00827704944465790858560291110048,
0.00654498469497873591346384038183, 0.1, 0.01)
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 set_uniaxial_metrial():
'''
@Brief set material
'''
ops.uniaxialMaterial('Steel02', 1, *(argu.longitudinal_steel))
logger.info("material tag 1 by [steel 02] and used on longitudinal steel")
logger.info(argu.longitudinal_steel)
ops.uniaxialMaterial('Steel02', 2, *(argu.transverse_steel))
logger.info("material tag 2 by [steel 02] and used on transverse steel")
logger.info(argu.transverse_steel)
# set nDMaterial
ops.nDMaterial('PlaneStressUserMaterial', 3, *(argu.c30_con[0:-1]))
logger.info(
"material tag 30 by [PlaneStressUserMaterial] and used on C30 concrete"
)
logger.info((argu.c30_con[0:-1]))
ops.nDMaterial('PlateFromPlaneStress', 30, 3, argu.c30_con[-1])
logger.info(
"material tag 30 by [PlateFromPlaneStress] and used on C30 concrete OutofPlaneModulus %d",
argu.c30_con[-1])
# logger.info(
# "material tag 40 by [PlaneStressUserMaterial] and used on C40 concrete")
# ops.nDMaterial('PlaneStressUserMaterial', 4, *(argu.c40_con[0:-1]))
# logger.info(
# "material tag 40 by [PlateFromPlaneStress] and used on C40 concrete")
# ops.nDMaterial('PlateFromPlaneStress', 40, 4, argu.c40_con[-1])
logger.info(
"material tag 5 by [PlateRebar] and used on angle 90 d = 10 longitudinal steel"
)
ops.nDMaterial('PlateRebar', 5, 1, 90)
logger.info(
"material tag 6 by [PlateRebar] and used angle 90 d = 6 transverse steel"
)
ops.nDMaterial('PlateRebar', 6, 2, 90)
logger.info(
"material tag 7 by [PlateRebar] and used angle 0 d = 6 transverse steel"
)
ops.nDMaterial('PlateRebar', 7, 2, 0)
def buildModel(K, periodStruct, dampRatio):
wn = 2.0 * PI / periodStruct
m = K / (wn * wn)
ops.wipe()
ops.model('basic', '-ndm', 1, '-ndf', 1)
ops.node(1, 0.)
ops.node(2, 0., '-mass', m)
ops.uniaxialMaterial('Elastic', 1, K)
ops.element('zeroLength', 1, 1, 2, '-mat', 1, '-dir', 1)
ops.fix(1, 1)
# add damping using rayleigh damping on the mass term
a0 = 2.0 * wn * dampRatio
ops.rayleigh(a0, 0., 0., 0.)
def elements(coords, A, E, analysis_type):
matTag = 10
ops.uniaxialMaterial('Elastic', matTag, E)
##########################################################################
eleTag = 1
member_type = 'Truss'
if analysis_type != 'Linear': member_type = 'corotTruss'
temp = len(coords) - 3
for i in range(0, temp, 2):
eleTag = connections(member_type, A, matTag, i, eleTag)
temp += 1
ops.element(member_type, eleTag, *[temp, temp + 1], A, matTag)
def material_create():
''' create material
'''
ops.uniaxialMaterial("Elastic", 1, 1.999E+005)
ops.uniaxialMaterial("Elastic", 2, 2.482E+004)
ops.uniaxialMaterial("Elastic", 3, 1.999E+005)
logger.info("material_create")
def ops_material():
''' define material '''
# concrete
# 抗压强度 抗压强度/10 残余强度 最大应变 残余应变 拉伸应变 剪切保留因子
ops.nDMaterial('PlaneStressUserMaterial', 1, 40, 7, 31.7e6,
3.17e6, -6.16e6, -0.002, -0.005, 0.001, 0.1)
# 平面外剪切模量
ops.nDMaterial('PlateFromPlaneStress', 2, 1, 1.23E15)
# 屈服强度 初始弹模 硬化率
# 端部GFRP 20
# 强度 1255.5 MPa 屈服应变 1.98% 弹性模量 63.5GPa
ops.uniaxialMaterial('Steel02', 3, 1255.5e6, 63.5e9, 0.0, 15, 0.925, 0.15)
# 端部纵筋 S16G2
# 屈服强度 348.7MPa 屈服应变 0.204%
# 极限强度 718.4MPa 极限应变 1.823%
# 弹性模量 170.931GPa
ops.uniaxialMaterial('Steel02', 4, 348.7e6,
170.931e9, 0.2210, 15, 0.925, 0.15)
# 中部纵筋 10mm 和 箍筋 8mm S6G2
# 屈服强度 257.5MPa 屈服应变 0.196%
# 极限强度 837.2MPa 极限应变 1.658%
# 弹性模量 131.378GPa
ops.uniaxialMaterial('Steel02', 5, 257.5e6,
131.378e9, 0.320, 15, 0.925, 0.15)
# 钢筋层
# 箍筋
ops.nDMaterial('PlateRebar', 6, 5, 0)
# 纵筋
ops.nDMaterial('PlateRebar', 7, 5, 90)
def ops_material():
# 中部混凝土
ops.nDMaterial('PlaneStressUserMaterial', 1, 40, 7, 31.7, 3.17, -6.34,
-0.00234, -0.03, 0.001, 0.05)
ops.nDMaterial('PlateFromPlaneStress', 2, 1, 1.23e9)
# 端部拉锁
ops.uniaxialMaterial('Steel02', 3, 156.9375, 7937500, 1e-15)
# 端部纵筋
ops.uniaxialMaterial('Steel02', 4, 348.7, 170.931e6, 0.2210)
# 中部纵筋和箍筋
ops.uniaxialMaterial("Steel02", 5, 257.5, 131.378e6, 0.320)
# 中部箍筋层
ops.nDMaterial("PlateRebar", 6, 5, 0)
# 中部纵筋层
ops.nDMaterial("PlateRebar", 7, 5, 90)
# 边缘区混凝土
ops.uniaxialMaterial('Concrete01', 6, -31.7, -0.00234, 0.0, -0.005)
# 中部壳
ops.section('LayeredShell', 1, 12, 2, 20, 6, 0.65345127, 7, 0.6544985, 2,
26.2274, 2, 26.2274, 2, 26.2274, 2, 26.2274, 2, 26.2274, 2,
26.2274, 7, 0.6544985, 6, 0.65345127, 2, 20)
# 边缘约束区
ops.section('Fiber', 2, '-GJ', 0)
# 混凝土
ops.fiber(100, 0, 40000, 6)
# 端部SFCB纵筋
ops.fiber(0, 100, 314, 4)
ops.fiber(0, -100, 314, 4)
ops.fiber(100, 100, 314, 4)
ops.fiber(100, -100, 314, 4)
ops.fiber(200, 100, 314, 4)
ops.fiber(200, -100, 314, 4)
# 端部GFRP拉锁
ops.fiber(200, 70, 314, 3)
ops.fiber(200, -70, 314, 3)
def create_FEM(self):
"""
Create the representation of the elastic material in OpenSEES.
"""
ops.uniaxialMaterial('Elastic', self.id, self.E_0)
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()
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 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]))
import openseespy.opensees as op
import openseespytools.model as opm
import numpy as np
op.wipe()
op.model('basic', '-ndm', 3, '-ndf', 6)
mat1 = 1
op.nDMaterial('ElasticIsotropic', mat1, 1., 0.1)
mat2 = 2
op.uniaxialMaterial('Elastic', mat2, 1.)
nodeCoordsx = np.array([0, 1, 2, 3, 4]) * 1.
nodeCoordsy = np.array([0, 1]) * 1.
nodeCoordsz = np.array([0, 1]) * 1.
# Element connectivity
element1D = np.array([[1, 1, 11], [2, 2, 12], [3, 3, 13], [4, 4,
14], [5, 5, 15],
[6, 6, 16], [7, 7, 17], [8, 8, 18], [9, 9, 19],
[10, 10, 20]])
element4D = np.array([[21, 12, 13, 18, 17], [22, 13, 14, 19, 18]])
element8D = np.array([[30, 1, 2, 7, 6, 11, 12, 17, 16],
[31, 4, 5, 10, 9, 14, 15, 20, 19]])
elements = [element1D, element4D, element8D]
# Define Nodes
tag = 0
for z in nodeCoordsz:
def material_create():
''' create material
'''
ops.uniaxialMaterial("Steel01", 1, 335, 200000, 0.00001)
ops.uniaxialMaterial("Concrete01", 2, -26.8, -0.002, -10, -0.0033)
logger.info("material_create")
# definir y construir el material
mTg = 1
rho = 2000 * kg / m**3 # densidad del suelo
Vs = 350.0 * m / s # velocidad de inda de corte del suelo
G = rho * Vs * Vs # modulo de corte
nu = 0.15 # coeficiente de poisson
E = 2 * G * (1 + nu)
ops.nDMaterial('ElasticIsotropic', mTg, E, nu, rho)
# material de los bordes viscosos
lm = nu * E / ((1 + nu) * (1 - 2 * nu))
Vc = math.sqrt((lm + 2 * G) / rho)
Cn = rho * Vc
Ct = rho * Vs
ops.uniaxialMaterial('Viscous', 100, Cn, 1.0)
ops.uniaxialMaterial('Viscous', 101, Ct, 1.0)
# https://openseespydoc.readthedocs.io/en/latest/src/Viscous.html
# espesor de los elementos
B = 1 * m
# construccion de nodos
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, 'PlaneStrain', Ele[i][0])
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 test_Truss():
# remove existing model
ops.wipe()
# set modelbuilder
ops.model('basic', '-ndm', 2, '-ndf', 2)
# create nodes
ops.node(1, 0.0, 0.0)
ops.node(2, 144.0, 0.0)
ops.node(3, 168.0, 0.0)
ops.node(4, 72.0, 96.0)
# set boundary condition
ops.fix(1, 1, 1)
ops.fix(2, 1, 1)
ops.fix(3, 1, 1)
# define materials
ops.uniaxialMaterial("Elastic", 1, 3000.0)
# define elements
ops.element("Truss", 1, 1, 4, 10.0, 1)
ops.element("Truss", 2, 2, 4, 5.0, 1)
ops.element("Truss", 3, 3, 4, 5.0, 1)
# create TimeSeries
ops.timeSeries("Linear", 1)
# create a plain load pattern
ops.pattern("Plain", 1, 1)
# Create the nodal load - command: load nodeID xForce yForce
ops.load(4, 100.0, -50.0)
# ------------------------------
# Start of analysis generation
# ------------------------------
# create SOE
ops.system("BandSPD")
# create DOF number
ops.numberer("Plain")
# create constraint handler
ops.constraints("Plain")
# create integrator
ops.integrator("LoadControl", 1.0)
# create algorithm
ops.algorithm("Linear")
# create analysis object
ops.analysis("Static")
# perform the analysis
ops.analyze(1)
ux = ops.nodeDisp(4, 1)
uy = ops.nodeDisp(4, 2)
assert abs(ux - 0.53009277713228375450) < 1e-12 and abs(
uy + 0.17789363846931768864) < 1e-12
fc2U = 0.2 * fc1U # ultimate stress
eps2U = -0.05 # strain at ultimate stress
Lambda = 0.1 # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
ftU = -0.14 * fc1U # tensile strength +tension
Ets = ftU / 0.002 # tension softening stiffness
Fy = 66.8 * ksi # STEEL yield stress
Es = 29000.0 * ksi # modulus of steel
Bs = 0.01 # strain-hardening ratio
R0 = 18.0 # control the transition from elastic to plastic branches
cR1 = 0.925 # control the transition from elastic to plastic branches
cR2 = 0.15 # control the transition from elastic to plastic branches
op.uniaxialMaterial('Concrete02', IDconcU, fc1U, eps1U, fc2U, eps2U, Lambda,
ftU, Ets) # build cover concrete (unconfined)
op.uniaxialMaterial('Steel02', IDreinf, Fy, Es, Bs, R0, cR1,
cR2) # build reinforcement material
# FIBER SECTION properties -------------------------------------------------------------
# symmetric section
# y
# ^
# |
# --------------------- -- --
# | o o o | | -- cover
# | | |
# | | |
# z <--- | + | H
# | | |
# | | |
# | o o o | | -- cover
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")
# Fixed support
# -------------
ops.fix(1, 1, 1, 1)
# Define material
# ---------------
matTag = 1
Fy = 410 * MPa # Yield stress
Es = 200 * GPa # Modulus of Elasticity of Steel
b = 2 / 100 # 2% Strain hardening ratio
Hkin = b / (1 - b) * Es
# Sensitivity-ready steel materials: Hardening, Steel01, SteelMP, BoucWen, SteelBRB, StainlessECThermal, SteelECThermal, ...
# Hardening Sensitivity Params: sigmaY/fy/Fy, E, H_kin/Hkin, H_iso/Hiso
ops.uniaxialMaterial("Hardening", matTag, Es, Fy, 0, Hkin)
# ops.uniaxialMaterial("Steel01", matTag, Fy, Es, b) # Sensitivity Params: sigmaY/fy/Fy, E, b, a1, a2, a3, a4
# ops.uniaxialMaterial("SteelMP", matTag, Fy, Es, b) # Sensitivity Params: sigmaY/fy, E, b
# Define sections
# ---------------
# Sections defined with "canned" section ("WFSection2d"), otherwise use a FiberSection object (ops.section("Fiber",...))
beamSecTag = 1
beamWidth, beamDepth = 10 * cm, 50 * cm
# secTag, matTag, d, tw, bf, tf, Nfw, Nff
ops.section("WFSection2d", beamSecTag, matTag, beamDepth, beamWidth, beamWidth,
0, 20, 0) # Beam section
# Define elements
# ---------------
def test_EigenFrameExtra():
eleTypes = [
'elasticBeam', 'forceBeamElasticSection', 'dispBeamElasticSection',
'forceBeamFiberSectionElasticMaterial',
'dispBeamFiberSectionElasticMaterial'
]
for eleType in eleTypes:
ops.wipe()
ops.model('Basic', '-ndm', 2)
# units kip, ft
# properties
bayWidth = 20.0
storyHeight = 10.0
numBay = 10
numFloor = 9
A = 3.0 #area = 3ft^2
E = 432000.0 #youngs mod = 432000 k/ft^2
I = 1.0 #second moment of area I=1ft^4
M = 3.0 #mas/length = 4 kip sec^2/ft^2
coordTransf = "Linear" # Linear, PDelta, Corotational
massType = "-lMass" # -lMass, -cMass
nPts = 3 # numGauss Points
# an elastic material
ops.uniaxialMaterial('Elastic', 1, E)
# an elastic section
ops.section('Elastic', 1, E, A, I)
# a fiber section with A=3 and I = 1 (b=1.5, d=2) 2d bending about y-y axis
# b 1.5 d 2.0
y = 2.0
z = 1.5
numFiberY = 2000 # note we only need so many to get the required accuracy on eigenvalue 1e-7!
numFiberZ = 1
ops.section('Fiber', 2)
# patch rect 1 numFiberY numFiberZ 0.0 0.0 z y
ops.patch('quad', 1, numFiberY, numFiberZ, -y / 2.0, -z / 2.0, y / 2.0,
-z / 2.0, y / 2.0, z / 2.0, -y / 2.0, z / 2.0)
# add the nodes
# - floor at a time
nodeTag = 1
yLoc = 0.
for j in range(0, numFloor + 1):
xLoc = 0.
for i in range(numBay + 1):
ops.node(nodeTag, xLoc, yLoc)
xLoc += bayWidth
nodeTag += 1
yLoc += storyHeight
# fix base nodes
for i in range(1, numBay + 2):
ops.fix(i, 1, 1, 1)
# add column element
transfTag = 1
ops.geomTransf(coordTransf, transfTag)
integTag1 = 1
ops.beamIntegration('Lobatto', integTag1, 1, nPts)
integTag2 = 2
ops.beamIntegration('Lobatto', integTag2, 2, nPts)
eleTag = 1
for i in range(numBay + 1):
end1 = i + 1
end2 = end1 + numBay + 1
for j in range(numFloor):
if eleType == "elasticBeam":
ops.element('elasticBeamColumn', eleTag, end1, end2, A, E,
I, 1, '-mass', M, massType)
elif eleType == "forceBeamElasticSection":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M)
elif eleType == "dispBeamElasticSection":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M, massType)
elif eleType == "forceBeamFiberSectionElasticMaterial":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M)
elif eleType == "dispBeamFiberSectionElasticMaterial":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M, massType)
else:
print("BARF")
end1 = end2
end2 = end1 + numBay + 1
eleTag += 1
# add beam elements
for j in range(1, numFloor + 1):
end1 = (numBay + 1) * j + 1
end2 = end1 + 1
for i in range(numBay):
if eleType == "elasticBeam":
ops.element('elasticBeamColumn', eleTag, end1, end2, A, E,
I, 1, '-mass', M, massType)
elif eleType == "forceBeamElasticSection":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M)
elif eleType == "dispBeamElasticSection":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M, massType)
elif eleType == "forceBeamFiberSectionElasticMaterial":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M)
elif eleType == "dispBeamFiberSectionElasticMaterial":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M, massType)
else:
print("BARF")
# element(elasticBeamColumn eleTag end1 end2 A E I 1 -mass M
end1 = end2
end2 = end1 + 1
eleTag += 1
# calculate eigenvalues
numEigen = 3
eigenValues = ops.eigen(numEigen)
PI = 2 * asin(1.0)
# determine PASS/FAILURE of test
testOK = 0
# print table of camparsion
# Bathe & Wilson Peterson SAP2000 SeismoStruct
comparisonResults = [[0.589541, 5.52695, 16.5878],
[0.589541, 5.52696, 16.5879],
[0.589541, 5.52696, 16.5879],
[0.58955, 5.527, 16.588]]
print("\n\nEigenvalue Comparisons for eleType:", eleType)
tolerances = [9.99e-7, 9.99e-6, 9.99e-5]
formatString = '{:>15}{:>15}{:>15}{:>15}{:>15}'
print(
formatString.format('OpenSees', 'Bathe&Wilson', 'Peterson',
'SAP2000', 'SeismoStruct'))
formatString = '{:>15.5f}{:>15.4f}{:>15.4f}{:>15.4f}{:>15.3f}'
for i in range(numEigen):
lamb = eigenValues[i]
print(
formatString.format(lamb, comparisonResults[0][i],
comparisonResults[1][i],
comparisonResults[2][i],
comparisonResults[3][i]))
resultOther = comparisonResults[2][i]
tol = tolerances[i]
if abs(lamb - resultOther) > tol:
testOK = -1
print("failed->", abs(lamb - resultOther), tol)
assert testOK == 0
solverTypes = [
'-genBandArpack', '-fullGenLapack', '-UmfPack', '-SuperLU',
'-ProfileSPD'
]
for solverType in solverTypes:
eleType = 'elasticBeam'
ops.wipe()
ops.model('Basic', '-ndm', 2)
# units kip, ft
# properties
bayWidth = 20.0
storyHeight = 10.0
numBay = 10
numFloor = 9
A = 3.0 #area = 3ft^2
E = 432000.0 #youngs mod = 432000 k/ft^2
I = 1.0 #second moment of area I=1ft^4
M = 3.0 #mas/length = 4 kip sec^2/ft^2
coordTransf = "Linear" # Linear, PDelta, Corotational
massType = "-lMass" # -lMass, -cMass
nPts = 3 # numGauss Points
# an elastic material
ops.uniaxialMaterial('Elastic', 1, E)
# an elastic section
ops.section('Elastic', 1, E, A, I)
# a fiber section with A=3 and I = 1 (b=1.5, d=2) 2d bending about y-y axis
# b 1.5 d 2.0
y = 2.0
z = 1.5
numFiberY = 2000 # note we only need so many to get the required accuracy on eigenvalue 1e-7!
numFiberZ = 1
ops.section('Fiber', 2)
# patch rect 1 numFiberY numFiberZ 0.0 0.0 z y
ops.patch('quad', 1, numFiberY, numFiberZ, -y / 2.0, -z / 2.0, y / 2.0,
-z / 2.0, y / 2.0, z / 2.0, -y / 2.0, z / 2.0)
# add the nodes
# - floor at a time
nodeTag = 1
yLoc = 0.
for j in range(0, numFloor + 1):
xLoc = 0.
for i in range(numBay + 1):
ops.node(nodeTag, xLoc, yLoc)
xLoc += bayWidth
nodeTag += 1
yLoc += storyHeight
# fix base nodes
for i in range(1, numBay + 2):
ops.fix(i, 1, 1, 1)
# add column element
transfTag = 1
ops.geomTransf(coordTransf, transfTag)
integTag1 = 1
ops.beamIntegration('Lobatto', integTag1, 1, nPts)
integTag2 = 2
ops.beamIntegration('Lobatto', integTag2, 2, nPts)
eleTag = 1
for i in range(numBay + 1):
end1 = i + 1
end2 = end1 + numBay + 1
for j in range(numFloor):
if eleType == "elasticBeam":
ops.element('elasticBeamColumn', eleTag, end1, end2, A, E,
I, 1, '-mass', M, massType)
elif eleType == "forceBeamElasticSection":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M)
elif eleType == "dispBeamElasticSection":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M, massType)
elif eleType == "forceBeamFiberSectionElasticMaterial":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M)
elif eleType == "dispBeamFiberSectionElasticMaterial":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M, massType)
else:
print("BARF")
end1 = end2
end2 = end1 + numBay + 1
eleTag += 1
# add beam elements
for j in range(1, numFloor + 1):
end1 = (numBay + 1) * j + 1
end2 = end1 + 1
for i in range(numBay):
if eleType == "elasticBeam":
ops.element('elasticBeamColumn', eleTag, end1, end2, A, E,
I, 1, '-mass', M, massType)
elif eleType == "forceBeamElasticSection":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M)
elif eleType == "dispBeamElasticSection":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag1, '-mass', M, massType)
elif eleType == "forceBeamFiberSectionElasticMaterial":
ops.element('forceBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M)
elif eleType == "dispBeamFiberSectionElasticMaterial":
ops.element('dispBeamColumn', eleTag, end1, end2,
transfTag, integTag2, '-mass', M, massType)
else:
print("BARF")
# element(elasticBeamColumn eleTag end1 end2 A E I 1 -mass M
end1 = end2
end2 = end1 + 1
eleTag += 1
# calculate eigenvalues
numEigen = 3
eigenValues = ops.eigen(solverType, numEigen)
PI = 2 * asin(1.0)
# determine PASS/FAILURE of test
testOK = 0
# print table of camparsion
# Bathe & Wilson Peterson SAP2000 SeismoStruct
comparisonResults = [[0.589541, 5.52695, 16.5878],
[0.589541, 5.52696, 16.5879],
[0.589541, 5.52696, 16.5879],
[0.58955, 5.527, 16.588]]
print("\n\nEigenvalue Comparisons for solverType:", solverType)
tolerances = [9.99e-7, 9.99e-6, 9.99e-5]
formatString = '{:>15}{:>15}{:>15}{:>15}{:>15}'
print(
formatString.format('OpenSees', 'Bathe&Wilson', 'Peterson',
'SAP2000', 'SeismoStruct'))
formatString = '{:>15.5f}{:>15.4f}{:>15.4f}{:>15.4f}{:>15.3f}'
for i in range(numEigen):
lamb = eigenValues[i]
print(
formatString.format(lamb, comparisonResults[0][i],
comparisonResults[1][i],
comparisonResults[2][i],
comparisonResults[3][i]))
resultOther = comparisonResults[2][i]
tol = tolerances[i]
if abs(lamb - resultOther) > tol:
testOK = -1
print("failed->", abs(lamb - resultOther), tol)
assert testOK == 0
