def getMomentCurvatureDiagram3D(preprocessor, nmbSecc, esfAxil, maxK, numIncr):
''' Return the points of the moment curvature diagram of the section.
:param nmbSecc: Section name.
:param esfAxil: Axial force over the section.
:param maxK: Maximum curvature to reach in the analysis.
:param numIncr: Number of increments.
'''
nodes = preprocessor.getNodeHandler
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
nod1 = nodes.newNodeIDXYZ(1001, 1, 0, 0)
nod2 = nodes.newNodeIDXYZ(1002, 1, 0, 0)
elementos = preprocessor.getElementHandler
elementos.defaultMaterial = nmbSecc
elementos.defaultTag = 2001 #Tag for the next element.
zls = elementos.newElement("ZeroLengthSection", xc.ID([nod1.tag,
nod2.tag]))
modelSpace.fixNode000_000(nod1.tag)
modelSpace.constraints.newSPConstraint(nod2.tag, 1, 0.0)
modelSpace.constraints.newSPConstraint(nod2.tag, 2, 0.0)
cargas = preprocessor.getLoadHandler
casos = cargas.getLoadPatterns
#Load modulation.
ts = casos.newTimeSeries("constant_ts", "ts")
casos.currentTimeSeries = "ts"
lp0 = casos.newLoadPattern("default", "0")
lp0.newNodalLoad(nod2.tag, xc.Vector([esfAxil, 0, 0, 0, 0, 0]))
#We add the load case to domain.
casos.addToDomain("0")
analysis = predefined_solutions.simple_newton_raphson(prueba)
analOk = analysis.analyze(1)
lp1 = casos.newLoadPattern("default", "1")
lp1.newNodalLoad(nod2.tag, xc.Vector([0, 0, 0, 0, 0, 0, 1]))
# Compute curvature increment.
dK = maxK / numIncr
soluMethods = prb.getSolProc.getAnalysisAggregationContainer
analysisAggregation = getAnalysisAggregation("analysisAggregation")
integ = analysisAggregation.newIntegrator(
"displacement_control_integrator")
def getDiagMomentoCurvatura3d(preprocessor, nmbSecc, esfAxil, maxK, numIncr):
''' Función que devuelve los puntos del diagrama momento curvatura de una sección.
:param nmbSecc: Nombre de la sección a analizar.
:param esfAxil: Esfuerzo axil que actúa sobre la sección.
:param maxK: Curvatura máxima alcanzada durante el análisis.
:param numIncr: Número de incrementos en que se divide el intervalo 0->maxK.
'''
nodes= preprocessor.getNodeLoader
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nodes.newNodeIDXYZ(1001,1,0,0)
nodes.newNodeIDXYZ(1002,1,0,0)
elementos= preprocessor.getElementLoader
elementos.defaultMaterial= nmbSecc
elementos.defaultTag= 2001 #Tag for the next element.
zls= elementos.newElement("zero_length_section",xc.ID([1001,1002]));
coacciones= preprocessor.getConstraintLoader
fix_node_6dof.fixNode6DOF(coacciones,1001)
coacciones.newSPConstraint(1002,1,0.0)
coacciones.newSPConstraint(1002,2,0.0)
cargas= preprocessor.getLoadLoader
casos= cargas.getLoadPatterns
#Load modulation.
ts= casos.newTimeSeries("constant_ts","ts")
casos.currentTimeSeries= "ts"
lp0= casos.newLoadPattern("default","0")
lp0.newNodalLoad(1002,xc.Vector([esfAxil,0,0,0,0,0]))
#We add the load case to domain.
casos.addToDomain("0")
analisis= predefined_solutions.simple_newton_raphson(prueba)
analOk= analisis.analyze(1)
lp1= casos.newLoadPattern("default","1")
lp1.newNodalLoad(1002,xc.Vector([0,0,0,0,0,0,1]))
# Calculamos el incremento de curvatura
dK= maxK/numIncr
soluMethods= prb.getSolProc.getSoluMethodContainer
smt= getSoluMethod("smt")
integ= smt.newIntegrator("displacement_control_integrator")
def getMomentCurvatureDiagram3D(preprocessor, nmbSecc, esfAxil, maxK, numIncr):
''' Return the points of the moment curvature diagram of the section.
:param nmbSecc: Section name.
:param esfAxil: Axial force over the section.
:param maxK: Maximum curvature to reach in the analysis.
:param numIncr: Number of increments.
'''
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nod1= nodes.newNodeIDXYZ(1001,1,0,0)
nod2= nodes.newNodeIDXYZ(1002,1,0,0)
elementos= preprocessor.getElementHandler
elementos.defaultMaterial= nmbSecc
elementos.defaultTag= 2001 #Tag for the next element.
zls= elementos.newElement("ZeroLengthSection",xc.ID([nod1.tag,nod2.tag]))
modelSpace.fixNode000_000(nod1.tag)
modelSpace.constraints.newSPConstraint(nod2.tag,1,0.0)
modelSpace.constraints.newSPConstraint(nod2.tag,2,0.0)
cargas= preprocessor.getLoadHandler
casos= cargas.getLoadPatterns
#Load modulation.
ts= casos.newTimeSeries("constant_ts","ts")
casos.currentTimeSeries= "ts"
lp0= casos.newLoadPattern("default","0")
lp0.newNodalLoad(nod2.tag,xc.Vector([esfAxil,0,0,0,0,0]))
#We add the load case to domain.
casos.addToDomain("0")
analysis= predefined_solutions.simple_newton_raphson(prueba)
analOk= analysis.analyze(1)
lp1= casos.newLoadPattern("default","1")
lp1.newNodalLoad(nod2.tag,xc.Vector([0,0,0,0,0,0,1]))
# Compute curvature increment.
dK= maxK/numIncr
soluMethods= prb.getSolProc.getAnalysisAggregationContainer
analysisAggregation= getAnalysisAggregation("analysisAggregation")
integ= analysisAggregation.newIntegrator("displacement_control_integrator")
loadHandler = preprocessor.getLoadHandler
lPatterns = loadHandler.getLoadPatterns
#Load modulation.
ts = lPatterns.newTimeSeries("constant_ts", "ts")
lPatterns.currentTimeSeries = "ts"
#Load case definition
lp0 = lPatterns.newLoadPattern("default", "0")
lp0.newNodalLoad(2, xc.Vector([0, 0, 0, 0, 0, MzDato]))
#We add the load case to domain.
lPatterns.addToDomain("0")
# Solution procedure
analisis = predefined_solutions.simple_newton_raphson(feProblem)
analOk = analisis.analyze(1)
nodes = preprocessor.getNodeHandler
nodes.calculateNodalReactions(True, 1e-7)
RN = nodes.getNode(1).getReaction[0]
RM = nodes.getNode(1).getReaction[5]
RN2 = nodes.getNode(2).getReaction[0]
elements = preprocessor.getElementHandler
ele1 = elements.getElement(1)
scc = ele1.getSection()
esfN = scc.getFibers().getResultant()
esfMy = scc.getFibers().getMy(0.0)
esfMz = scc.getFibers().getMz(0.0)
cargas = preprocessor.getLoadLoader
casos = cargas.getLoadPatterns
#Load modulation.
ts = casos.newTimeSeries("constant_ts", "ts")
casos.currentTimeSeries = "ts"
#Load case definition
lp0 = casos.newLoadPattern("default", "0")
lp0.newNodalLoad(2, xc.Vector([NDato, 0, 0, 0, MyDato, MzDato]))
#We add the load case to domain.
casos.addToDomain("0")
# Procedimiento de solución
analisis = predefined_solutions.simple_newton_raphson(prueba)
analOk = analisis.analyze(10)
secHAParamsFis = fisuracionEHE.CrackControl('SLS_crack')
elementos = preprocessor.getElementLoader
ele1 = elementos.getElement(1)
scc = ele1.getSection()
secHAParamsFis.calcApertCaracFis(scc, EHE_concrete.HA25.matTagK,
EHE_reinforcing_steel.B400S.matTagK,
EHE_concrete.HA25.fctm())
ratio1 = ((secHAParamsFis.rebarsSpacingTracc - 0.15) / 0.15)
WkTeor = 0.26e-3
ratio2 = ((secHAParamsFis.Wk - WkTeor) / WkTeor)
'''
lp0= lPatterns.newLoadPattern("default","0")
#lPatterns.currentLoadPattern= "0"
loadN= -1
loadVy= -2
loadVz= -3
loadMx= -4
loadMy= -5
loadMz= -6
lp0.newNodalLoad(2,xc.Vector([loadN,loadVy,loadVz,loadMx,loadMy,loadMz]))
#We add the load case to domain.
lPatterns.addToDomain("0")
# Solution procedure
analisis= predefined_solutions.simple_newton_raphson(feProblem)
analOk= analisis.analyze(1)
if(analOk!=0):
print "Error!; failed to converge."
exit()
nodes= preprocessor.getNodeHandler
nodes.calculateNodalReactions(True,1e-7)
n1= nodes.getNode(1)
reacN1= n1.getReaction
elements= preprocessor.getElementHandler
ele1= elements.getElement(1)
scc= ele1.getSection()
N= scc.getStressResultantComponent("N")
