def test_recorder_time_step_can_handle_fp_precision():
import tempfile
opy.model('basic', '-ndm', 2, '-ndf', 3)
opy.node(1, 0.0, 0.0)
opy.node(2, 0.0, 5.0)
opy.fix(2, 0, 1, 0)
opy.fix(1, 1, 1, 1)
opy.equalDOF(2, 1, 2)
opy.mass(2, 1.0, 0.0, 0.0)
opy.geomTransf('Linear', 1, '-jntOffset')
opy.element('elasticBeamColumn', 1, 1, 2, 1.0, 1e+06, 0.00164493, 1)
opy.timeSeries('Path', 1, '-dt', 0.1, '-values', 0.0, -0.001, 0.001,
-0.015, 0.033, 0.105, 0.18)
opy.pattern('UniformExcitation', 1, 1, '-accel', 1)
opy.rayleigh(0.0, 0.0159155, 0.0, 0.0)
opy.wipeAnalysis()
opy.algorithm('Newton')
opy.system('SparseSYM')
opy.numberer('RCM')
opy.constraints('Transformation')
opy.integrator('Newmark', 0.5, 0.25)
opy.analysis('Transient')
opy.test('EnergyIncr', 1e-07, 10, 0, 2)
node_rec_ffp = tempfile.NamedTemporaryFile(delete=False).name
ele_rec_ffp = tempfile.NamedTemporaryFile(delete=False).name
rdt = 0.01
adt = 0.001
opy.recorder('Node', '-file', node_rec_ffp, '-precision', 16, '-dT', rdt,
'-rTolDt', 0.00001, '-time', '-node', 1, '-dof', 1, 'accel')
opy.recorder('Element', '-file', ele_rec_ffp, '-precision', 16, '-dT', rdt,
'-rTolDt', 0.00001, '-time', '-ele', 1, 'force')
opy.record()
for i in range(1100):
opy.analyze(1, adt)
opy.getTime()
opy.wipe()
a = open(node_rec_ffp).read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < adt * 0.1, (i, dt)
a = open(ele_rec_ffp).read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < adt * 0.1, (i, dt)
import opensees as op;
###########################################################
# Starting a new model
###########################################################
Analysis_Name = "QZLiq_Behaviour"
# wipe the model
op.wipe()
# spring nodes created with 2 dim, 2 dof
op.model('basic', '-ndm', 2, '-ndf', 2)
# define nodes and fixities
op.node(1,0.0,0.0);
op.fix(1,0,0);
op.node(2,0.0,0.0);
op.fix(2,1,1);
# Mean Stress time-series
MeanStress=np.array([1.000,0.990,0.980,0.970,0.960,0.950,0.940,0.931,0.921,0.911,0.902,0.892,0.882,0.873,0.864,0.854,0.845,0.836,0.826,0.817,0.808,0.799,0.790,0.781,0.772,0.763,0.755,0.746,0.737,0.729,0.720,0.711,0.703,0.694,0.686,0.678,0.669,0.661,0.653,0.645,0.637,0.629,0.621,0.613,0.605,0.597,0.589,0.582,0.574,0.566,0.559,0.551,0.544,0.536,0.529,0.522,0.514,0.507,0.500,0.493,0.486,0.479,0.472,0.465,0.458,0.451,0.444,0.438,0.431,0.424,0.418,0.357,0.394,0.411,0.400,0.359,0.352,0.386,0.388,0.359,0.301,0.354,0.371,0.356,0.304,0.311,0.349,0.348,0.311,0.256,0.317,0.335,0.313,0.249,0.276,0.314,0.310,0.264,0.221,0.285,0.300,0.273,0.196,0.245,0.283,0.274,0.218,0.192,0.257,0.269,0.233,0.143,0.219,0.255,0.240,0.173,0.168,0.231,0.239,0.195,0.104,0.196,0.229,0.208,0.130,0.148,0.209,0.212,0.159,0.082,0.177,0.206,0.177,0.087,0.132,0.189,0.186,0.124,0.069,0.161,0.185,0.149,0.047,0.120,0.172,0.163,0.090,0.061,0.148,0.166,0.122,0.008,0.111,0.158,0.141,0.059,0.057,0.138,0.149,0.097,0.000,0.105,0.146,0.122,0.029,0.055,0.130,0.135,0.073,0.000,0.101,0.136,0.104,0.004,0.057,0.125,0.122,0.052,0.003,0.101,0.128,0.089,0.000,0.062,0.122,0.112,0.033,0.005,0.102,0.123,0.075,0.000,0.068,0.121,0.104,0.016,0.018,0.106,0.119,0.064])
MNS_Time =np.linspace(0,30.0,len(MeanStress));
seriesTag =1; op.timeSeries('Path', seriesTag, '-time', *MNS_Time, '-values', *MeanStress, '-factor', 1.0);
# p-y liq
matTag=1;
soilType = 2; #soilType = 1 Backbone of p-y curve approximates Matlock (1970) soft clay relation. soilType = 2 Backbone of p-y curve approximates API (1993) sand relation.
pult = 1.0; #Ultimate capacity of the p-y material.
y50 = 0.0001; #Displacement at which 50% of pult is mobilized in monotonic loading.
Cd = 0.3; #Variable that sets the drag resistance within a fully-mobilized gap as Cd*pult.
c = 0.0; #The viscous damping term (dashpot) on the far-field (elastic) component of the displacement rate (velocity).
ops.node(13, -bx/2.0, -by/2.0, 2.0*h) ops.node(15, -bx/2.0, by/2.0, 3.0*h) ops.node(16, bx/2.0, by/2.0, 3.0*h) ops.node(17, bx/2.0, -by/2.0, 3.0*h) ops.node(18, -bx/2.0, -by/2.0, 3.0*h) # Master nodes for rigid diaphragm # tag X Y Z ops.node( 9, 0.0, 0.0, h) ops.node(14, 0.0, 0.0, 2.0*h) ops.node(19, 0.0, 0.0, 3.0*h) # Set base constraints # tag DX DY DZ RX RY RZ ops.fix(1, 1, 1, 1, 1, 1, 1) ops.fix(2, 1, 1, 1, 1, 1, 1) ops.fix(3, 1, 1, 1, 1, 1, 1) ops.fix(4, 1, 1, 1, 1, 1, 1) # Define rigid diaphragm multi-point constraints # normalDir master slaves ops.rigidDiaphragm(3, 9, 5, 6, 7, 8) ops.rigidDiaphragm(3, 14, 10, 11, 12, 13) ops.rigidDiaphragm(3, 19, 15, 16, 17, 18) # Constraints for rigid diaphragm master nodes # tag DX DY DZ RX RY RZ ops.fix( 9, 0, 0, 1, 1, 1, 0) ops.fix(14, 0, 0, 1, 1, 1, 0) ops.fix(19, 0, 0, 1, 1, 1, 0)
if yCoord >= waterHeight:
dry_Node[count] = nodeNum
count = count + 1
layerNodeCount = yctr + 1
dryNode = np.trim_zeros(dry_Node)
Node_d = np.unique(node_save)
Node_d = np.trim_zeros(Node_d)
np.savetxt('Node_record.txt', Node_d)
print('Finished creating all -ndf 3 nodes')
print('Number of Dry Nodes:', len(dryNode))
# define fixities for pore pressure nodes above water table
for i in range(count - 1):
n_dryNode = np.int(dryNode[i])
op.fix(n_dryNode, 0, 0, 1)
op.fix(1, 0, 1, 0)
op.fix(3, 0, 1, 0)
print('Finished creating all -ndf 3 boundary conditions...')
# define equal degrees of freedom for pore pressure nodes
for i in range(1, ((3 * nNodeY) - 2), 6):
op.equalDOF(i, i + 2, 1, 2)
print("Finished creating equalDOF for pore pressure nodes...")
#-----------------------------------------------------------------------------------------
# 3. CREATE INTERIOR NODES AND FIXITIES
#-----------------------------------------------------------------------------------------
op.model('basic', '-ndm', 2, '-ndf', 2)
# Define nodes
for i in range(numBay+1):
xDim = i * bayWidth
# tag X Y
ops.node(nodeID, xDim, 0.0)
ops.node(nodeID+1, xDim, 180.0, "-mass", m, m, 0.0)
ops.node(nodeID+2, xDim, 324.0, "-mass", m, m, 0.0)
nodeID += 3
# Fix supports at base of columns
for i in range(numBay+1):
# node DX DY RZ
ops.fix(i*3+1, 1, 1, 1)
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
ops.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014)
# Cover concrete (unconfined)
ops.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006)
# STEEL
# Reinforcing steel
fy = 60.0; # Yield stress
E = 30000.0; # Young's modulus
# tag fy E0 b
ops.uniaxialMaterial("Steel01", 3, fy, E, 0.015)
ops.node(13, -bx / 2.0, -by / 2.0, 2.0 * h) ops.node(15, -bx / 2.0, by / 2.0, 3.0 * h) ops.node(16, bx / 2.0, by / 2.0, 3.0 * h) ops.node(17, bx / 2.0, -by / 2.0, 3.0 * h) ops.node(18, -bx / 2.0, -by / 2.0, 3.0 * h) # Master nodes for rigid diaphragm # tag X Y Z ops.node(9, 0.0, 0.0, h) ops.node(14, 0.0, 0.0, 2.0 * h) ops.node(19, 0.0, 0.0, 3.0 * h) # Set base constraints # tag DX DY DZ RX RY RZ ops.fix(1, 1, 1, 1, 1, 1, 1) ops.fix(2, 1, 1, 1, 1, 1, 1) ops.fix(3, 1, 1, 1, 1, 1, 1) ops.fix(4, 1, 1, 1, 1, 1, 1) # Define rigid diaphragm multi-point constraints # normalDir master slaves ops.rigidDiaphragm(3, 9, 5, 6, 7, 8) ops.rigidDiaphragm(3, 14, 10, 11, 12, 13) ops.rigidDiaphragm(3, 19, 15, 16, 17, 18) # Constraints for rigid diaphragm master nodes # tag DX DY DZ RX RY RZ ops.fix(9, 0, 0, 1, 1, 1, 0) ops.fix(14, 0, 0, 1, 1, 1, 0) ops.fix(19, 0, 0, 1, 1, 1, 0)
ops.element('quad', 3, 3, 8, 9, 4, 1, 'PlaneStress', 1)
ops.element('quad', 4, 4, 9, 10, 5, 1, 'PlaneStress', 1)
ops.element('quad', 5, 6, 11, 12, 7, 1, 'PlaneStress', 1)
ops.element('quad', 6, 7, 12, 13, 8, 1, 'PlaneStress', 1)
ops.element('quad', 7, 8, 13, 14, 9, 1, 'PlaneStress', 1)
ops.element('quad', 8, 9, 14, 15, 10, 1, 'PlaneStress', 1)
ops.element('quad', 9, 11, 16, 17, 12, 1, 'PlaneStress', 1)
ops.element('quad', 10, 12, 17, 18, 13, 1, 'PlaneStress', 1)
ops.element('quad', 11, 13, 18, 19, 14, 1, 'PlaneStress', 1)
ops.element('quad', 12, 14, 19, 20, 15, 1, 'PlaneStress', 1)
ops.element('quad', 13, 16, 21, 22, 17, 1, 'PlaneStress', 1)
ops.element('quad', 14, 17, 22, 23, 18, 1, 'PlaneStress', 1)
ops.element('quad', 15, 18, 23, 24, 19, 1, 'PlaneStress', 1)
ops.element('quad', 16, 19, 24, 25, 20, 1, 'PlaneStress', 1)
ops.fix(1, 1, 1)
ops.fix(6, 1, 1)
ops.fix(11, 1, 1)
ops.fix(16, 1, 1)
ops.fix(21, 1, 1)
ops.equalDOF(2, 22, 1, 2)
ops.equalDOF(3, 23, 1, 2)
ops.equalDOF(4, 24, 1, 2)
ops.equalDOF(5, 25, 1, 2)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
ops.load(15, 0., -1.)
ops.analysis('Static')
# wipe the model
op.wipe()
# spring nodes created with 2 dim, 3 dof
op.model('basic', '-ndm', 2, '-ndf', 3)
# create nodes
#---- Pile Node
op.node(1, 0.0, 0.0)
op.node(2, 0.0, 0.5)
op.node(3, 0.0, 1.0)
#---- Soil Node
op.node(4, 0.0, 0.5)
op.node(5, 0.0, 0)
# fix the soil nodes
op.fix(4, 1, 1, 1)
op.fix(5, 1, 1, 1)
# fix x dof of the pile nodes
op.fix(1, 1, 0, 0)
op.fix(2, 1, 0, 0)
op.fix(3, 1, 0, 0)
#---------------------------------------------------------------------------
# define QZLiq and TZLiq material model for shaft and tip interafce elements
#---------------------------------------------------------------------------
# define mean stress as a time series data
MeanStress = np.array([
1.000, 0.990, 0.980, 0.970, 0.960, 0.950, 0.940, 0.931, 0.921, 0.911,
0.902, 0.892, 0.882, 0.873, 0.864, 0.854, 0.845, 0.836, 0.826, 0.817,
import opensees as ops
ops.model('basic', '-ndm', 2, '-ndf', 2)
L = 144.0
ops.node(1, 0, 0)
ops.node(2, L, 0.0)
ops.fix(1, 1, 1)
ops.fix(2, 0, 1)
E = 30000.0
A = 25.0
fy = 50.0
ops.uniaxialMaterial("Hardening", 1, E, fy, 0, 100.0)
ops.element("truss", 1, 1, 2, A, 1)
P = 25.0
tsTag = 1
ops.timeSeries("Linear", tsTag)
patternTag = 1
ops.pattern("Plain", patternTag, tsTag)
ops.load(2, P, 0)
ops.analysis("Static")
zCoord = eleSize * i
if zCoord <= L2:
op.node(i+1, 0.0, 0.0, zCoord)
op.node(i+101, 0.0, 0.0, zCoord)
pile_nodes[i+1] = (0.0, 0.0, zCoord)
pile_nodes[i+101] = (0.0, 0.0, zCoord)
count = count + 1
print("Finished creating all spring nodes...")
# number of embedded nodes
nNodeEmbed = count
# spring node fixities
for i in range(nNodeEmbed):
op.fix(i+1, 1, 1, 1)
op.fix(i+101, 0, 1, 1)
print("Finished creating all spring node fixities...")
#----------------------------------------------------------
# soil properties
#----------------------------------------------------------
# soil unit weight (kN/m^3)
gamma = 17.0
# soil internal friction angle (degrees)
phi = 36.0
# soil shear modulus at pile tip (kPa)
Gsoil = 150000.0
def BuildOpsModel(GRS):
ops.wipe()
ops.model('BasicBuilder', '-ndm', 3, '-ndf', 6)
# material
matID = 66
matID1 = 67
sY = 235. * un.MPa
if GRS.MatNL == False:
ops.uniaxialMaterial('Elastic', matID, GRS.Es)
else:
ops.uniaxialMaterial('Steel4', matID1, sY, GRS.Es, '-kin', 4e-3, 50., 0.05, 0.15, '-ult', 360.* un.MPa, 5., )
ops.uniaxialMaterial('MinMax', matID, matID1, '-min', -0.20, '-max', 0.20)
#ops.uniaxialMaterial('Steel4', matID, sY, GRS.Es, '-kin', 1e-2, 50., 0.05, 0.15, '-ult', 360.* un.MPa, 10., )
#ops.uniaxialMaterial('Steel4', matID, sY, GRS.Es, '-kin', 1e-2, 50., 0.05, 0.15)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 210. * 1e7, sY / GRS.Es)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 210. * 1e6, sY / GRS.Es)
#ops.uniaxialMaterial('ElasticBilin', matID, GRS.Es, 1., sY / GRS.Es) #Oldalnyomasos igy futott le
# cross-section
CHSid = 99
CHSSection(CHSid, matID, GRS.secD, GRS.secT, 8, 1, GRS.Gs*GRS.secIt)
# nodes
for i in range(GRS.nbNsAll):
ops.node(int(100+i), GRS.nsAll.x[i], GRS.nsAll.y[i], GRS.nsAll.z[i])
# ...create zeroLength element nodes...
# end supports
if GRS.SupType==0: # all boundary points fixed for deformations
for i in range(GRS.nbBns):
ops.fix(100+GRS.bn[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 1: # oldalnyomasos
for i in range(len(GRS.bnX)):
ops.fix(100+GRS.bnX[i], 1, 0, 1, 0, 0, 0)
for i in range(len(GRS.bnY)):
ops.fix(100+GRS.bnY[i], 0, 1, 1, 0, 0, 0)
for i in range(len(GRS.bnC)):
ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 2: # oldalnyomasmentes
for i in range(len(GRS.bnX)):
ops.fix(100+GRS.bnX[i], 0, 0, 1, 0, 0, 0)
for i in range(len(GRS.bnY)):
ops.fix(100+GRS.bnY[i], 0, 0, 1, 0, 0, 0)
#for i in range(len(GRS.bnC)):
# ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[0], 1, 1, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[1], 0, 0, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[2], 1, 0, 1, 0, 0, 0)
ops.fix(100 + GRS.bnC[3], 0, 0, 1, 0, 0, 0)
elif GRS.SupType == 3: # felmerev #NOT WORKING YET
pass
elif GRS.SupType == 4: # sarkok
for i in range(len(GRS.bnC)):
ops.fix(100+GRS.bnC[i], 1, 1, 1, 0, 0, 0)
elif GRS.SupType == 5: # dome oldalnyomasos
for i in range(GRS.nbBns):
if i==0: ops.fix(100+GRS.bn[i], 1, 1, 1, 0, 0, 0)
elif i==10: ops.fix(100+GRS.bn[i], 0, 1, 1, 0, 0, 0)
else: ops.fix(100+GRS.bn[i], 0, 0, 1, 0, 0, 0)
elif GRS.SupType == 6: # dome #NOT WORKING YET
pass
# transformations
TRtag = 55
if GRS.GeomNL == 1:
TRType = 'Corotational'
ops.geomTransf('Corotational', TRtag, 0., 0., 1.)
else:
TRType = 'Linear'
ops.geomTransf('Linear', TRtag, 0., 0., 1.)
# integration points
gauss = 5
beamIntTag=44
ops.beamIntegration('Lobatto', beamIntTag, CHSid, gauss)
# create elements
for i in range(GRS.nbElAll):
sID = GRS.lsAll.sID[i]
eID = GRS.lsAll.eID[i]
dx = abs(GRS.nsAll.x[sID] - GRS.nsAll.x[eID])
dy = abs(GRS.nsAll.y[sID] - GRS.nsAll.y[eID])
dz = abs(GRS.nsAll.z[sID] - GRS.nsAll.z[eID])
if dx+dy+dz == 0:
ops.equalDOF(eID, sID, 1,2,3,4,5,6) # Grasshopper geomType=4 Zero length elements - should not come here
else:
ops.element('forceBeamColumn', int(1000 + i), int(100+sID), int(100+eID), TRtag, beamIntTag)
# Define nodes
for i in range(numBay + 1):
xDim = i * bayWidth
# tag X Y
ops.node(nodeID, xDim, 0.0)
ops.node(nodeID + 1, xDim, 180.0, "-mass", m, m, 0.0)
ops.node(nodeID + 2, xDim, 324.0, "-mass", m, m, 0.0)
nodeID += 3
# Fix supports at base of columns
for i in range(numBay + 1):
# node DX DY RZ
ops.fix(i * 3 + 1, 1, 1, 1)
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
ops.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014)
# Cover concrete (unconfined)
ops.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006)
# STEEL
# Reinforcing steel
fy = 60.0
# Yield stress
E = 30000.0
# Young's modulus
def test_recorder_time_step_is_stable():
opy.model('basic', '-ndm', 2, '-ndf', 2)
opy.loadConst('-time', 1e+13)
opy.node(1, 0.0, 0.0)
opy.node(2, 0.5, 0.0)
opy.node(3, 0.0, -0.5)
opy.node(4, 0.5, -0.5)
opy.equalDOF(3, 4, 1, 2)
opy.node(5, 0.0, -1.0)
opy.node(6, 0.5, -1.0)
opy.equalDOF(5, 6, 1, 2)
opy.node(7, 0.0, -1.5)
opy.node(8, 0.5, -1.5)
opy.equalDOF(7, 8, 1, 2)
opy.node(9, 0.0, -2.0)
opy.node(10, 0.5, -2.0)
opy.equalDOF(9, 10, 1, 2)
opy.node(11, 0.0, -2.5)
opy.node(12, 0.5, -2.5)
opy.equalDOF(11, 12, 1, 2)
opy.node(13, 0.0, -3.0)
opy.node(14, 0.5, -3.0)
opy.equalDOF(13, 14, 1, 2)
opy.fix(13, 0, 1)
opy.fix(14, 0, 1)
opy.node(15, 0.0, -3.0)
opy.node(16, 0.0, -3.0)
opy.fix(15, 1, 1)
opy.fix(16, 0, 1)
opy.equalDOF(13, 14, 1)
opy.equalDOF(13, 16, 1)
opy.nDMaterial('ElasticIsotropic', 1, 212500.0, 0.0, 1.7)
opy.element('SSPquad', 1, 3, 4, 2, 1, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 2, 5, 6, 4, 3, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 3, 7, 8, 6, 5, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 4, 9, 10, 8, 7, 1, 'PlaneStrain', 1.0, 0.0, 16.677)
opy.element('SSPquad', 5, 11, 12, 10, 9, 1, 'PlaneStrain', 1.0, 0.0,
16.677)
opy.element('SSPquad', 6, 13, 14, 12, 11, 1, 'PlaneStrain', 1.0, 0.0,
16.677)
opy.uniaxialMaterial('Viscous', 2, 212.5, 1.0)
opy.element('zeroLength', 7, 15, 16, '-mat', 2, '-dir', 1)
opy.constraints('Transformation')
opy.test('NormDispIncr', 0.0001, 30, 0, 2)
opy.algorithm('Newton', False, False, False)
opy.numberer('RCM')
opy.system('ProfileSPD')
opy.integrator('Newmark', 0.5, 0.25)
opy.analysis('Transient')
opy.analyze(40, 1.0)
opy.analyze(50, 0.5)
opy.setTime(1.0e3)
opy.wipeAnalysis()
opy.recorder('Node', '-file', 'time_0_01.txt', '-precision', 16, '-dT',
0.01, '-rTolDt', 0.00001, '-time', '-node', 1, '-dof', 1,
'accel')
opy.recorder('Element', '-file', 'etime_0_01.txt', '-precision', 16, '-dT',
0.01, '-rTolDt', 0.00001, '-time', '-ele', 1, 2, 'stress')
opy.recorder('EnvelopeNode', '-file', 'entime_0_01.txt', '-precision', 16,
'-dT', 0.01, '-time', '-node', 1, '-dof', 1, 'accel')
# opy.recorder('Drift', '-file', 'dtime_0_01.txt', '-precision', 16, '-dT', 0.01, '-time',
# '-iNode', 1, '-jNode', 2, '-dof', 1, '-perpDirn', 2)
opy.timeSeries('Path', 1, '-dt', 0.01, '-values', -0.0, -0.0, -0.0, -0.0,
-0.0, -0.0, -0.0, -0.0, -7.51325e-05)
opy.pattern('Plain', 1, 1)
opy.load(13, 1.0, 0.0)
opy.algorithm('Newton', False, False, False)
opy.system('SparseGeneral')
opy.numberer('RCM')
opy.constraints('Transformation')
opy.integrator('Newmark', 0.5, 0.25)
opy.rayleigh(0.17952, 0.000909457, 0.0, 0.0)
opy.analysis('Transient')
opy.test('EnergyIncr', 1e-07, 10, 0, 2)
opy.record()
opy.analyze(1, 0.001)
for i in range(1100):
print(i)
opy.analyze(1, 0.001)
cur_time = opy.getTime()
opy.wipe()
a = open('time_0_01.txt').read().splitlines()
for i in range(len(a) - 1):
dt = float(a[i + 1].split()[0]) - float(a[i].split()[0])
assert abs(dt - 0.01) < 0.0001, (i, dt)
import opensees as op
###########################################################
# Starting a new model
###########################################################
Analysis_Name = "TZLiq_Behaviour_2"
# wipe the model
op.wipe()
# spring nodes created with 2 dim, 2 dof
op.model('basic', '-ndm', 2, '-ndf', 2)
# define nodes and fixities
op.node(1, 0.0, 0.0)
op.fix(1, 0, 0)
op.node(2, 0.0, 0.0)
op.fix(2, 1, 1)
# Mean Stress time-series
MeanStress = np.array([
1.000, 0.990, 0.980, 0.970, 0.960, 0.950, 0.940, 0.931, 0.921, 0.911,
0.902, 0.892, 0.882, 0.873, 0.864, 0.854, 0.845, 0.836, 0.826, 0.817,
0.808, 0.799, 0.790, 0.781, 0.772, 0.763, 0.755, 0.746, 0.737, 0.729,
0.720, 0.711, 0.703, 0.694, 0.686, 0.678, 0.669, 0.661, 0.653, 0.645,
0.637, 0.629, 0.621, 0.613, 0.605, 0.597, 0.589, 0.582, 0.574, 0.566,
0.559, 0.551, 0.544, 0.536, 0.529, 0.522, 0.514, 0.507, 0.500, 0.493,
0.486, 0.479, 0.472, 0.465, 0.458, 0.451, 0.444, 0.438, 0.431, 0.424,
0.418, 0.357, 0.394, 0.411, 0.400, 0.359, 0.352, 0.386, 0.388, 0.359,
0.301, 0.354, 0.371, 0.356, 0.304, 0.311, 0.349, 0.348, 0.311, 0.256,
0.317, 0.335, 0.313, 0.249, 0.276, 0.314, 0.310, 0.264, 0.221, 0.285,
import opensees as ops
ops.model('basic', '-ndm', 2, '-ndf', 3)
ops.node(1, 0, 0)
ops.node(2, 0, 144)
ops.node(3, 240, 144)
ops.node(4, 240, 0)
ops.fix(1, 1, 1, 1)
ops.fix(4, 1, 1, 1)
E = 30000.0
Ag = 25.0
Ig = 1500.0
Ac = 29.0
Ic = 2000.0
gsecTag = 1
ops.section("Elastic", gsecTag, E, Ag, Ig)
csecTag = 2
ops.section("Elastic", csecTag, E, Ac, Ic)
transfTag = 1
ops.geomTransf("Linear", transfTag)
N = 3
gbiTag = 1
ops.beamIntegration("Lobatto", gbiTag, gsecTag, N)
if (Quad == "quad" or Quad == "enhancedQuad"):
# numX numY startNode startEle eleType eleArgs? coords?
ops.block2D(nx, ny, 1, 1, Quad, thick, "PlaneStrain", 1, 1, 0.0, 0.0, 2,
40.0, 0.0, 3, 40.0, 10.0, 4, 0.0, 10.0)
elif (Quad == "SSPquad"):
# numX numY startNode startEle eleType eleArgs? coords?
ops.block2D(nx, ny, 1, 1, Quad, 1, "PlaneStrain", thick, 1, 0.0, 0.0, 2,
40.0, 0.0, 3, 40.0, 10.0, 4, 0.0, 10.0)
elif (Quad == "bbarQuad"):
# numX numY startNode startEle eleType eleArgs? coords?
ops.block2D(nx, ny, 1, 1, Quad, thick, 1, 1, 0.0, 0.0, 2, 40.0, 0.0, 3,
40.0, 10.0, 4, 0.0, 10.0)
# Single point constraints
# node u1 u2
ops.fix(1, 1, 1)
ops.fix(bn, 0, 1)
# Define gravity loads
# create a Linear time series
ops.timeSeries("Linear", 1)
# create a Plain load pattern
ops.pattern("Plain", 1, 1, "-fact", 1.0)
ops.load(l1, 0.0, -1.0)
ops.load(l2, 0.0, -1.0)
# print model
#ops.printModel()
ops.printModel("-JSON", "-file", "Example6.1.json")
# -----------------------
import sys
sys.path.insert(0, '../SRC/interpreter/')
# sys.path.insert(0, '../build/lib/')
import opensees as ops
ops.model('basic', '-ndm', 1, '-ndf', 1)
ops.uniaxialMaterial('Elastic', 1, 3000.0)
ops.node(1, 0.0)
ops.node(2, 72.0)
ops.fix(1, 1)
ops.element('Truss', 1, 1, 2, 10.0, 1)
ops.timeSeries('Linear', 1)
ops.pattern('Plain', 1, 1)
ops.load(2, 100.0)
ops.constraints('Transformation')
ops.numberer('ParallelPlain')
ops.test('NormDispIncr', 1e-6, 6, 2)
ops.system('ProfileSPD')
ops.integrator('Newmark', 0.5, 0.25)
# ops.analysis('Transient')
ops.algorithm('Linear')
ops.analysis('VariableTransient')
ops.analyze(5, 0.0001, 0.00001, 0.001, 10)
time = ops.getTime()
print(f'time: ', ops.getTime())
"F")
# Create nodes
# ------------
# Set parameters for overall model geometry
width = 360.0
height = 144.0
# create nodes & add to Domain - command: node nodeId xCrd yCrd
ops.node(1, 0.0, 0.0)
ops.node(2, width, 0.0)
ops.node(3, 0.0, height)
ops.node(4, width, height)
# set the boundary conditions - command: fix nodeID uxRestrnt? uyRestrnt? rzRestrnt?
ops.fix(1, 1, 1, 1)
ops.fix(2, 1, 1, 1)
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
ops.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014)
# Cover concrete (unconfined)
ops.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006)
# STEEL
# Reinforcing steel
fy = 60.0
# Yield stress
E = 30000.0
def get_inelastic_response(mass,
k_spring,
f_yield,
motion,
dt,
xi=0.05,
r_post=0.0):
"""
Run seismic analysis of a nonlinear SDOF
:param mass: SDOF mass
:param k_spring: spring stiffness
:param f_yield: yield strength
:param motion: list, acceleration values
:param dt: float, time step of acceleration values
:param xi: damping ratio
:param r_post: post-yield stiffness
:return:
"""
op.wipe()
op.model('basic', '-ndm', 2, '-ndf', 3) # 2 dimensions, 3 dof per node
# Establish nodes
bot_node = 1
top_node = 2
op.node(bot_node, 0., 0.)
op.node(top_node, 0., 0.)
# Fix bottom node
op.fix(top_node, opc.FREE, opc.FIXED, opc.FIXED)
op.fix(bot_node, opc.FIXED, opc.FIXED, opc.FIXED)
# Set out-of-plane DOFs to be slaved
op.equalDOF(1, 2, *[2, 3])
# nodal mass (weight / g):
op.mass(top_node, mass, 0., 0.)
# Define material
bilinear_mat_tag = 1
mat_type = "Steel01"
mat_props = [f_yield, k_spring, r_post]
op.uniaxialMaterial(mat_type, bilinear_mat_tag, *mat_props)
# Assign zero length element
beam_tag = 1
op.element('zeroLength', beam_tag, bot_node, top_node, "-mat",
bilinear_mat_tag, "-dir", 1, '-doRayleigh', 1)
# Define the dynamic analysis
load_tag_dynamic = 1
pattern_tag_dynamic = 1
values = list(-1 * motion) # should be negative
op.timeSeries('Path', load_tag_dynamic, '-dt', dt, '-values', *values)
op.pattern('UniformExcitation', pattern_tag_dynamic, opc.X, '-accel',
load_tag_dynamic)
# set damping based on first eigen mode
angular_freq = op.eigen('-fullGenLapack', 1)**0.5
alpha_m = 0.0
beta_k = 2 * xi / angular_freq
beta_k_comm = 0.0
beta_k_init = 0.0
op.rayleigh(alpha_m, beta_k, beta_k_init, beta_k_comm)
# Run the dynamic analysis
op.wipeAnalysis()
op.algorithm('Newton')
op.system('SparseGeneral')
op.numberer('RCM')
op.constraints('Transformation')
op.integrator('Newmark', 0.5, 0.25)
op.analysis('Transient')
tol = 1.0e-10
iterations = 10
op.test('EnergyIncr', tol, iterations, 0, 2)
analysis_time = (len(values) - 1) * dt
analysis_dt = 0.001
outputs = {
"time": [],
"rel_disp": [],
"rel_accel": [],
"rel_vel": [],
"force": []
}
while op.getTime() < analysis_time:
curr_time = op.getTime()
op.analyze(1, analysis_dt)
outputs["time"].append(curr_time)
outputs["rel_disp"].append(op.nodeDisp(top_node, 1))
outputs["rel_vel"].append(op.nodeVel(top_node, 1))
outputs["rel_accel"].append(op.nodeAccel(top_node, 1))
op.reactions()
outputs["force"].append(
-op.nodeReaction(bot_node, 1)) # Negative since diff node
op.wipe()
for item in outputs:
outputs[item] = np.array(outputs[item])
return outputs
ops.defaultUnits("-force", "kip", "-length", "in", "-time", "sec", "-temp", "F")
# Create nodes
# ------------
# Set parameters for overall model geometry
width = 360.0
height = 144.0
# create nodes & add to Domain - command: node nodeId xCrd yCrd
ops.node(1, 0.0, 0.0)
ops.node(2, width, 0.0)
ops.node(3, 0.0, height)
ops.node(4, width, height)
# set the boundary conditions - command: fix nodeID uxRestrnt? uyRestrnt? rzRestrnt?
ops.fix(1, 1, 1, 1)
ops.fix(2, 1, 1, 1)
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
ops.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014)
# Cover concrete (unconfined)
ops.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006)
# STEEL
# Reinforcing steel
fy = 60.0; # Yield stress
E = 30000.0; # Young's modulus
# tag fy E0 b
import os
import sys
TEST_DIR = os.path.dirname(os.path.abspath(__file__)) + "/"
INTERPRETER_PATH = TEST_DIR + "../SRC/interpreter/"
sys.path.append(INTERPRETER_PATH)
import opensees as opy
opy.wipe()
opy.model('basic', '-ndm', 2, '-ndf', 2)
opy.node(1, 0.0, 0.0)
opy.node(2, 1.0, 0.0)
opy.node(3, 1.0, 1.0)
opy.node(4, 0.0, 1.0)
for i in range(4):
opy.fix(1 + 1 * i, 1, 1)
opy.nDMaterial('stressDensity', 1, 1.8, 0.7, 250.0, 0.6, 0.2, 0.592, 0.021, 291.0, 55.0, 98.0, 13.0, 4.0, 0.22, 0.0, 0.0055, 0.607, 98.1)
opy.nDMaterial('InitStressNDMaterial', 2, 1, -100.0, 2)
opy.element('SSPquad', 1, 1, 2, 3, 4, 2, 'PlaneStrain', 1.0, 0.0, 0.0)
opy.constraints('Penalty', 1e+15, 1e+15)
opy.algorithm('Linear', False, False, False)
opy.numberer('RCM')
opy.system('FullGeneral')
opy.integrator('LoadControl', 0.1, 1)
opy.analysis('Static')
opy.timeSeries('Path', 1, '-values', 0, 0, 0, 0.1, '-time', 0.0, 1.0, 2.0, 1002.0, '-factor', 1.0)
opy.pattern('Plain', 1, 1)
opy.sp(3, 1, 1)
opy.sp(4, 1, 1)
opy.analyze(1)
opy.setParameter('-val', 1, '-ele', 1, 'materialState')
opy.analyze(1)
