tf = 0.2 * s
fr = 10 * Hz
prd = 1 / fr
ops.timeSeries('Trig', 1, ti, tf, prd)
# https://openseespydoc.readthedocs.io/en/latest/src/pathTs.html
ops.pattern('UniformExcitation', 1, 1, '-accel', 1)
# https://openseespydoc.readthedocs.io/en/latest/src/uniformExcitation.html
# amortiguamiento de rayleigh
ops.rayleigh(*setRayParam(0.05, 0.05, 0.2, 20))
# analysis commands
ops.constraints('Plain')
ops.numberer('Plain')
ops.system('UmfPack')
ops.algorithm('Linear')
ops.integrator('Newmark', 0.5, 0.25)
ops.analysis('Transient')
# analisis
# ops.analyze(400,0.001)
ops.start()
for i in range(400):
ops.analyze(1, 0.001)
print(i)
ops.stop()
# Grafico de la deformada
fig = plt.figure(figsize=(25, 5))
opsv.plot_defo(500)
plt.show()
def ops_main(*argv):
time.sleep(1)
log_init(flag="Author: Mengsen Wang\n", filename=f'test_{argv[0]}.log')
hoopping = list(map(lambda x: x / 1000, list(range(0, 2200, 200))))
rebar = list(
map(lambda x: x / 1000, [0, 100, 200, 400, 600, 800, 900, 1000]))
# logger.info("hooping = {}".format(hoopping))
# logger.info("rebar = {}".format(rebar))
dead_load = 2 * 1 * 0.2 * 2430 * 10
gravity_load = 746e3
def ops_init():
'''opensees init'''
ops.reset()
ops.wipe()
ops.start()
ops.model('basic', '-ndm', 3, '-ndf', 6)
def ops_node():
''' define opensees node '''
i = 0
for z in hoopping:
for x in rebar:
i = i + 1
ops.node(i, x, 0, z)
# for z in hoopping:
# i = i + 1
# ops.node(i, 0.02, 0, z)
# for z in hoopping:
# i = i + 1
# ops.node(i, 0.98, 0, z)
for i in range(1, 9):
ops.fix(i, 1, 1, 1, 1, 1, 1)
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, float(argv[0]),
20, 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_section():
''' define section '''
# 加强区壳
ops.section(
'LayeredShell',
1,
10,
2,
20 / 1000, # 保护层
6,
1.28177 / 1000, # 箍筋层
2,
26.239 / 1000, # 核心区混凝土
2,
26.239 / 1000, # 核心区混凝土
2,
26.239 / 1000, # 核心区混凝土
2,
26.239 / 1000, # 核心区混凝土
2,
26.239 / 1000, # 核心区混凝土
2,
26.239 / 1000, # 核心区混凝土
6,
1.28177 / 1000, # 箍筋层
2,
20 / 1000 # 保护层
)
# 中部壳
ops.section(
'LayeredShell',
2,
12,
2,
20 / 1000, # 保护层
6,
0.65345127 / 1000, # 箍筋层
7,
0.6544985 / 1000, # 纵筋层
2,
26.2274 / 1000, # 核心区混凝土
2,
26.2274 / 1000, # 核心区混凝土
2,
26.2274 / 1000, # 核心区混凝土
2,
26.2274 / 1000, # 核心区混凝土
2,
26.2274 / 1000, # 核心区混凝土
2,
26.2274 / 1000, # 核心区混凝土
7,
0.6544985 / 1000, # 纵筋层
6,
0.65345127 / 1000, # 箍筋层
2,
20 / 1000 # 保护层
)
ops.section('Fiber', 3, '-GJ', 1)
# 端部 GFRP 拉锁
ops.patch('circ', 3, 10, 10, 0, 0, 0, 0.01414, 0, 360)
ops.beamIntegration('Legendre', 1, 3, 9)
# 0 1 0
# 端部 SFCB 拉锁
ops.section('Fiber', 4, '-GJ', 1)
ops.patch('circ', 4, 10, 10, 0, 0, 0, 0.01414, 0, 360)
ops.beamIntegration('Legendre', 2, 4, 9)
ops.geomTransf('Linear', 1, 0, 1, 0)
def ops_element():
''' define element '''
# 壳区域
# 边缘约束区
i = 1
for _i in [1, 2, 6, 7]:
for n in range(_i, 80 + _i, 8):
ops.element('ShellMITC4', i, n, n + 1, n + 9, n + 8, 1)
i = i + 1
# 中部区域
for _i in [3, 4, 5]:
for n in range(_i, 80 + _i, 8):
ops.element('ShellMITC4', i, n, n + 1, n + 9, n + 8, 2)
i = i + 1
# 杆区域
for _i in [1, 8]:
for n in range(_i, 80 + _i, 8):
ops.element('dispBeamColumn', i, n, n + 8, 1, 1)
i = i + 1
for _i in [1, 2, 3, 5, 6, 8]:
for n in range(_i, 80 + _i, 8):
ops.element('dispBeamColumn', i, n, n + 8, 1, 2)
i = i + 1
def ops_gravity():
ops.recorder('Node', '-file', f'output\\gravity_disp_{argv[0]}.out',
'-nodeRange', 81, 88, '-time', '-dof', 3, 'disp')
ops.recorder('Node', '-file',
f'output\\gravity_reaction_{argv[0]}.out', '-nodeRange',
81, 88, '-time', '-dof', 3, 'reaction')
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
load: float = [0, 0, (gravity_load + dead_load) / 8, 0, 0, 0]
for i in range(81, 89):
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 ops_cyclic():
ops.remove('recorders')
ops.wipeAnalysis()
ops.loadConst('-time', 0.0)
# set hysteresis
ops.recorder('Node', '-file', f'output\\cyclic_81_disp_{argv[0]}.out',
'-time', '-node', 81, '-dof', 1, 'disp')
ops.recorder('Node', '-file', f'output\\cyclic_81_rea_{argv[0]}.out',
'-time', '-nodeRange', 1, 8, '-dof', 1, 'reaction')
# ops.timeSeries("Path", 2, '-dt', 0.1, '-filePath', 'disp.txt')
ops.timeSeries('Linear', 2)
ops.pattern('Plain', 2, 2)
# ops.sp(81, 1, 1)
ops.load(81, 1, 0, 0, 0, 0, 0)
# ops.constraints('Penalty', 1e20, 1e20)
# ops.numberer('RCM')
# ops.system('BandGeneral')
# ops.test('NormDispIncr', 1e-4, 1e6, 2)
# ops.algorithm('KrylovNewton')
# ops.integrator('LoadControl', 0.1)
# ops.analysis('Static')
# # ops.analyze(12961)
# with open('disp.txt', 'r') as f:
# i = 1
# lines = f.readlines()
# count = len(lines)
# for line in lines:
# logger.info(
# 'position = {} line = {} and {:3%}'.format(line[:-1], i, i/count))
# ops.analyze(1)
# i = i + 1
CyclicDisplace(1e-3, 80, 1e-3, 81, 1, 1e-6, 1e6)
ops_init()
ops_node()
ops_material()
ops_section()
ops_element()
ops_gravity()
ops_cyclic()
ops.printModel()
# opsplt.plot_model('element')
ops.stop()
ops.wipe()
ops.reset()
time.sleep(1)
