def createPhantomElement(self, idElem, sectionName, sectionDefinition,
sectionIndex, interactionDiagram, fakeSection):
'''Creates a phantom element (that represents a section to check) and
assigns to it the following properties:
:param idElem: identifier of the element in the "true" model from which
this phantom element procedes -idElem-.
:param idSection: name of the section assigned to the phantom element
(the section to check) -sectionName-.
:param dir: index of the section in the "true" model element
-sectionIndex-. To be renamed as sectionIndex.
:param interactionDiagram: interaction diagram that corresponds to
the section to check.
'''
nA = self.preprocessor.getNodeLoader.newNodeXYZ(0, 0, 0)
nB = self.preprocessor.getNodeLoader.newNodeXYZ(0, 0, 0)
fix_node_6dof.fixNode6DOF(self.preprocessor.getConstraintLoader,
nA.tag)
if (not fakeSection):
elements.defaultMaterial = sectionName
phantomElement = self.preprocessor.getElementLoader.newElement(
"zero_length_section", xc.ID([nA.tag, nB.tag]))
phantomElement.setProp("idElem", idElem) #Element to check
phantomElement.setProp("idSection", sectionName) #Section to check
phantomElement.setProp("dir",
sectionIndex) #Section index in the element.
scc = phantomElement.getSection()
scc.setProp("datosSecc", sectionDefinition) #Section definition
phantomElement.setProp("diagInt", interactionDiagram)
return phantomElement
def nuevoZeroLengthSecc2d(preprocessor, nmbS, tagNodo, tagElem):
idNod1 = tagNodo
idNod2 = (tagNodo + 1)
# Define nodes
nodes.newNodeIDXYZ(idNod1, tagNodo, 0, 0)
nodes.newNodeIDXYZ(idNod2, tagNodo, 0, 0)
coacciones = preprocessor.getConstraintLoader
fix_node_6dof.fixNode6DOF(coacciones, idNod1)
fix_node_6dof.Nodo6DOFGirosLibres(coacciones, idNod2)
# Definimos elementos
elementos = preprocessor.getElementLoader
elementos.defaultMaterial = nmbS
elementos.defaultTag = tagElem #Tag for the next element.
zls = elementos.newElement("zero_length_section", xc.ID([idNod1, idNod2]))
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")
caracMecSeccion.Iz = Iz
caracMecSeccion.Iy = Iy
caracMecSeccion.J = J
seccion = typical_materials.defElasticSectionFromMechProp3d(
preprocessor, "seccion", caracMecSeccion)
# Elements definition
elementos = preprocessor.getElementLoader
elementos.defaultTransformation = "lin"
elementos.defaultMaterial = "seccion"
elementos.defaultTag = 1 #Tag for the next element.
beam3d = elementos.newElement("elastic_beam_3d", xc.ID([1, 2]))
# Constraints
coacciones = preprocessor.getConstraintLoader
fix_node_6dof.fixNode6DOF(coacciones, 1)
# Loads definition
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([0, 0, 0, 0, 0, M]))
#We add the load case to domain.
casos.addToDomain("0")
# Solution
analisis = predefined_solutions.simple_static_linear(prueba)
sctFibers.setupFibers()
# #report of the section material
# sectParam=sectionReport.SectionInfo(preprocessor=preprocessor,sectName='example_7.3_EC2W',sectDescr='Test example 7.3 EC2 Worked examples. Section definition',concrete=concrete,rfSteel=rfSteel,concrDiag=concrDiagram,rfStDiag=steelDiagram,geomSection=geomSectFibers,width=width,depth=depth) #Obtains section parameters for report
# sectParam.writeReport(archTex='figures/sections/secEx73.tex', pathFigura='figures/sections/secEx73.eps')
# Elements definition
elementos = preprocessor.getElementLoader
elementos.defaultMaterial = 'sctFibers'
elementos.dimElem = 1
elementos.defaultTag = 1
elem = elementos.newElement("zero_length_section", xc.ID([1, 2]))
# Constraints
constCont = preprocessor.getConstraintLoader #constraints container
fix_node_6dof.fixNode6DOF(constCont, 1)
fix_node_6dof.Nodo6DOFMovXGiroYLibres(constCont, 2)
# Loads definition
cargas = preprocessor.getLoadLoader #loads container
casos = cargas.getLoadPatterns
#Load modulation.
ts = casos.newTimeSeries("constant_ts", "ts")
casos.currentTimeSeries = "ts"
#Load case definition
lp0 = casos.newLoadPattern("default", "0")
pointLoad = xc.Vector([0, 0, 0, 0, M_y, 0])
lp0.newNodalLoad(2, pointLoad) #applies the point load on node 2
#We add the load case to domain.
# Definimos materiales
memb1= typical_materials.defElasticMembranePlateSection(prep,"memb1",E,nu,dens,h)
elementos= prep.getElementHandler
elementos.defaultMaterial= "memb1"
elem= elementos.newElement("shell_mitc4",xc.ID([1,2,3,4]))
# Condiciones de contorno
coacciones= prep.getBoundaryCondHandler
fix_node_6dof.fixNode6DOF(coacciones,1)
fix_node_6dof.fixNode6DOF(coacciones,2)
# Definimos cargas
cargas= prep.getLoadHandler
casos= cargas.getLoadPatterns
#Load modulation.
ts= casos.newTimeSeries("constant_ts","ts")
casos.currentTimeSeries= "ts"
#Define un caso de carga
lp0= casos.newLoadPattern("default","0")
#casos.currentLoadPattern= "0"
apoyosPot.defineMaterialesTeflon(preprocessor, diamPot, "teflonKX", "teflonKY")
nodes = preprocessor.getNodeLoader
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
nodes.defaultTag = 1 #First node number.
nod1 = nodes.newNodeXYZ(1, 1, 1)
nod2 = nodes.newNodeXYZ(1, 1, 1)
apoyo_pot.colocaApoyoFicticioPotDeslizanteNodos(preprocessor, nod1.tag,
nod2.tag, 1, "teflonKX",
"teflonKY")
# Constraints
coacciones = preprocessor.getConstraintLoader
#
fix_node_6dof.fixNode6DOF(coacciones, nod1.tag)
spc = coacciones.newSPConstraint(nod2.tag, 3, 0.0) # Nodo 2
spc = coacciones.newSPConstraint(nod2.tag, 4, 0.0)
spc = coacciones.newSPConstraint(nod2.tag, 5, 0.0)
# Loads definition
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([FX, FY, FZ, MX, MY, MZ]))
