def Elastic(matTag, E, eta=0.0, Eneg=None): """Elastic uniaxial material.""" matTag = int(matTag) E = float(E) eta = float(eta) if Eneg is not None: Eneg = float(Eneg) else: Eneg = E _ops.uniaxialMaterial('Elastic', matTag, E, eta, Eneg)
def ElasticPP(matTag, E, eps_yP, eps_yN=None, eps0=0.0): """Elastic-perfectly-plastic uniaxial material.""" matTag = int(matTag) E = float(E) eps_yP = float(eps_yP) if eps_yN is not None: eps_yN = float(eps_yN) else: eps_yN = eps_yP eps0 = float(eps0) _ops.uniaxialMaterial('ElasticPP', matTag, E, eps_yP, eps_yN, eps0)
def ElasticPPGap(matTag, E, Fy, gap, eta=0.0, damage=False): """Elastic-perfectly-plastic uniaxial material with gap.""" matTag = int(matTag) E = float(E) Fy = float(Fy) gap = float(gap) eta = float(eta) if damage: damage = 'damage' else: damage = 'noDamage' _ops.uniaxialMaterial('ElasticPPGap', matTag, E, Fy, gap, eta, damage)
# create nodes & add to Domain - command: node nodeId xCrd yCrd #ops.node(1, 0.0, 0.0, "-disp",0.0,0.0, "-vel", 0.0,0.0, "-mass", 0.0,0.0) 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 the boundary conditions - command: fix nodeID xRestrnt? yRestrnt? ops.fix(1, 1, 1) ops.fix(2, 1, 1) ops.fix(3, 1, 1) # Define materials for truss elements # ----------------------------------- # Create Elastic material prototype - command: uniaxialMaterial Elastic matID E ops.uniaxialMaterial("Elastic", 1, 3000.0) # Define elements # --------------- # Create truss elements - command: element truss trussID node1 node2 A matID 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) # Define loads # ------------ # create a Linear TimeSeries (load factor varies linearly with time) - command: timeSeries Linear $tag ops.timeSeries("Linear", 1) # create a Plain load pattern - command: pattern Plain $tag $timeSeriesTag { $loads } ops.pattern("Plain", 1, 1, "-fact", 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). pRes = 0.1 #sets the minimum (or residual) peak resistance that the material retains as the adjacent solid soil elements liquefy op.uniaxialMaterial('PyLiq1', matTag, soilType, pult, y50, Cd, c, pRes, '-timeSeries', seriesTag) # t-z liq matTag = 2 soilType = 2 #soilType = 1 Backbone of t-z curve approximates Reese and O’Neill (1987). soilType = 2 Backbone of t-z curve approximates Mosher (1984) relation. tult = 1.0 #Ultimate capacity of the t-z material. z50 = 0.0001 #Displacement at which 50% of tult is mobilized in monotonic loading. c = 0.0 #The viscous damping term (dashpot) on the far-field (elastic) component of the displacement rate (velocity). op.uniaxialMaterial('TzLiq1', matTag, soilType, tult, z50, c, '-timeSeries', seriesTag) # zero-length element
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). pRes = 0.1; #sets the minimum (or residual) peak resistance that the material retains as the adjacent solid soil elements liquefy op.uniaxialMaterial('PyLiq1', matTag, soilType, pult, y50, Cd,c,pRes,'-timeSeries', seriesTag); # q-z liq matTag=2; qzType = 2; #qzType = 1 Backbone of q-z curve approximates Reese and O'Neill's (1987) relation for drilled shafts in clay. qzType = 2 Backbone of q-z curve approximates Vijayvergiya's (1977) relation for piles in sand. qult = 100.0; #Ultimate capacity of the q-z material. z50 = 0.0001; #Displacement at which 50% of qult is mobilized in monotonic loading. suction = 0.0; #Uplift resistance is equal to suction*qult. Default = 0.0. The value of suction must be 0.0 to 0.1.* c = 0.0; #The viscous damping term (dashpot) on the far-field (elastic) component of the displacement rate (velocity). alpha = 0.55; # op.uniaxialMaterial('QzLiq1', matTag, qzType, qult, z50, suction, c, alpha, '-timeSeries', seriesTag); # zero-length element eleTag = 1; node1=1; node2=2; op.element('zeroLength', eleTag, node1, node2, '-mat', 1, '-dir', 1); eleTag = 2; node1=1; node2=2;
# 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) # Define materials for nonlinear columns # -------------------------------------- # CONCRETE fc = 4.0 Ec = 57000.0*math.sqrt(fc*1000.0)/1000.0; # Core concrete (confined) # tag f'c epsc0 f'cu epscu ops.uniaxialMaterial("Concrete01", 1, -5.0, -0.005, -3.5, -0.02) # Cover concrete (unconfined) # tag f'c epsc0 f'cu epscu ops.uniaxialMaterial("Concrete01", 2, -fc, -0.002, 0.0, -0.006) # STEEL fy = 60.0; # Yield stress Es = 30000.0; # Young's modulus # Reinforcing steel # tag fy E0 b ops.uniaxialMaterial("Steel01", 3, fy, Es, 0.02) # Column parameters h = 18.0 GJ = 1.0E10
import opensees as ops ops.wipe() ops.uniaxialMaterial("Elastic", 1, 1000.) ops.testUniaxialMaterial(1) for strain in [0.01, 0.02, 0.03, 0.04, 0.05]: ops.setStrain(strain) print("strain: ", str(ops.getStrain()), " stress: ", str(ops.getStress()), " tangent: ", str(ops.getTangent())) ops.uniaxialMaterial("Elastic", 2, 1000.) ops.uniaxialMaterial("Parallel", 3, 1, 2) ops.testUniaxialMaterial(3) for strain in [0.01, 0.02, 0.03, 0.04, 0.05]: ops.setStrain(strain) print("strain: ", str(ops.getStrain()), " stress: ", str(ops.getStress()), " tangent: ", str(ops.getTangent()))
# remove existing model ops.wipe() # create ModelBuilder (with two-dimensions and 3 DOF/node) ops.model("BasicBuilder", "-ndm", 2, "-ndf", 3) # set default units ops.defaultUnits("-force", "kip", "-length", "in", "-time", "sec", "-temp", "F") # 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, 0.01) # Define cross-section for nonlinear columns # ------------------------------------------ # set some parameters
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())
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")
gwtSwitch = 1 #---------------------------------------------------------- # create spring material objects #---------------------------------------------------------- # p-y spring material for i in range(1 , nNodeEmbed+1): # depth of current py node pyDepth = L2 - eleSize * (i-1) # procedure to define pult and y50 pyParam = get_pyParam(pyDepth, gamma, phi, diameter, eleSize, puSwitch, kSwitch, gwtSwitch) pult = pyParam [0] y50 = pyParam [1] op.uniaxialMaterial('PySimple1', i, 2, pult, y50, 0.0) # t-z spring material for i in range(2, nNodeEmbed+1): # depth of current tz node pyDepth = eleSize * (i-1) # vertical effective stress at current depth sigV = gamma * pyDepth # procedure to define tult and z50 tzParam = get_tzParam(phi, diameter, sigV, eleSize) tult = tzParam [0] z50 = tzParam [1] op.uniaxialMaterial('TzSimple1', i+100, 2, tult, z50, 0.0)
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)
# set modelbuilder ops.model('basic', '-ndm', 2, '-ndf', 2) # create nodes ops.node(1, 0.0, 0.0, "-disp", 0.0, 0.0, "-vel", 0.0, 0.0, "-mass", 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) # 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, "-fact", 1.0) ops.load(4, 100, -50) # print model #ops.Print()
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)
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
import opensees as ops ops.wipe() ops.uniaxialMaterial("Elastic", 1, 1000.); ops.testUniaxialMaterial(1); for strain in [0.01, 0.02, 0.03, 0.04, 0.05]: ops.setStrain(strain); print("strain: ", str(ops.getStrain()), " stress: ", str(ops.getStress()), " tangent: ", str(ops.getTangent())); ops.uniaxialMaterial("Elastic", 2, 1000.); ops.uniaxialMaterial("Parallel", 3, 1, 2); ops.testUniaxialMaterial(3); for strain in [0.01, 0.02, 0.03, 0.04, 0.05]: ops.setStrain(strain); print("strain: ", str(ops.getStrain()), " stress: ", str(ops.getStress()), " tangent: ", str(ops.getTangent()));
# q-z liq matTag = 1 qzType = 1 #qzType = 1 Backbone of q-z curve approximates Reese and O'Neill's (1987) relation for drilled shafts in clay. qzType = 2 Backbone of q-z curve approximates Vijayvergiya's (1977) relation for piles in sand. qult = 1000.0 #Ultimate capacity of the q-z material. (kN) qzz50 = 0.02 #Displacement at which 50% of qult is mobilized in monotonic loading. (m) suction = 0.0 #Uplift resistance is equal to suction*qult. Default = 0.0. c = 0.0 #The viscous damping term (dashpot) on the far-field (elastic) component of the displacement rate (velocity). alpha = 0.55 #The exponent defining the decreae in the tip capacity qult,ru = qult*(1-ru)^alpha where alpha=3sin(phi')/(1-3*sin(phi')) where phi'=effective friction angle of the soil. op.uniaxialMaterial('QzLiq1', matTag, qzType, qult, qzz50, suction, c, alpha, '-timeSeries', 1) # t-z liq matTag = 2 soilType = 2 #soilType = 1 Backbone of t-z curve approximates Reese and O’Neill (1987). soilType = 2 Backbone of t-z curve approximates Mosher (1984) relation. tult = 50 #Ultimate capacity of the t-z material. (kN) tzz50 = 0.001 #Displacement at which 50% of tult is mobilized in monotonic loading. (mm) c = 0.0 #The viscous damping term (dashpot) on the far-field (elastic) component of the displacement rate (velocity). op.uniaxialMaterial('TzLiq1', matTag, soilType, tult, tzz50, c, '-timeSeries', 2) #----------------------------------------------------------
# define fixities for dashpot nodes op.fix(dashF, 1, 1) op.fix(dashS, 0, 1) # define equal DOF for dashpot and base soil node op.equalDOF(1, dashS, 1) print('Finished creating dashpot nodes and boundary conditions...') # define dashpot material colArea = sElemX * thick[0] rockVS = 700.0 rockDen = 2.5 dashpotCoeff = rockVS * rockDen #uniaxialMaterial('Viscous', matTag, C, alpha) op.uniaxialMaterial('Viscous', numLayers + 1, dashpotCoeff * colArea, 1) # define dashpot element op.element('zeroLength', nElemT + 1, dashF, dashS, '-mat', numLayers + 1, '-dir', 1) print("Finished creating dashpot material and element...") #----------------------------------------------------------------------------------------- # 7. CREATE GRAVITY RECORDERS #----------------------------------------------------------------------------------------- # create list for pore pressure nodes load_nodeList3 = np.loadtxt('Node_record.txt') nodeList3 = []
# 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 ops.uniaxialMaterial("Steel01", 3, fy, E, 0.01) # Define cross-section for nonlinear columns # ------------------------------------------ # set some parameters colWidth = 15.0 colDepth = 24.0
# 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) # Define materials for nonlinear columns # -------------------------------------- # CONCRETE fc = 4.0 Ec = 57000.0 * math.sqrt(fc * 1000.0) / 1000.0 # Core concrete (confined) # tag f'c epsc0 f'cu epscu ops.uniaxialMaterial("Concrete01", 1, -5.0, -0.005, -3.5, -0.02) # Cover concrete (unconfined) # tag f'c epsc0 f'cu epscu ops.uniaxialMaterial("Concrete01", 2, -fc, -0.002, 0.0, -0.006) # STEEL fy = 60.0 # Yield stress Es = 30000.0 # Young's modulus # Reinforcing steel # tag fy E0 b ops.uniaxialMaterial("Steel01", 3, fy, Es, 0.02) # Column parameters