def defSeccAggregation3d(preprocessor, defSecc, defMat):
''' Definition of a elastic material section for 3D elements
:param preprocessor: preprocessor name
:param defSecc: object with the mechanical properties of the section (A, Iy, Iz, ...)
:param defMat: object with the properties of the material (E, G)
'''
nmbRigF = defSecc.sectionName + "_rigF" # Bending stiffness.
typical_materials.defElasticSection3d(preprocessor, nmbRigF, defSecc.A(),
defMat.E, defMat.G(), defSecc.Iz(),
defSecc.Iy(), defSecc.J())
nmbRigVy = defSecc.sectionName + "_rigVy" # Y shear stiffness.
typical_materials.defElasticMaterial(
preprocessor, nmbRigVy,
defSecc.alphaY() * defMat.G() * defSecc.A())
nmbRigVz = defSecc.sectionName + "_rigVz" # Z shear stiffness.
typical_materials.defElasticMaterial(
preprocessor, nmbRigVz,
defSecc.alphaY() * defMat.G() * defSecc.A())
nmbRigT = defSecc.sectionName + "_rigT" # Torsional stiffness.
typical_materials.defElasticMaterial(preprocessor, nmbRigT,
defMat.G() * defSecc.J())
materiales = preprocessor.getMaterialLoader
agg = materiales.newMaterial("section_aggregator", defSecc.sectionName)
agg.setSection(nmbRigF)
agg.setAdditions(["T", "Vy", "Vz"], [nmbRigT, nmbRigVy, nmbRigVz])
def defElasticSection3d(self, preprocessor, material):
''' Return an elastic section appropiate for 3D beam analysis
:param preprocessor: preprocessor object.
:param material: material (for which E is the Young's modulus and G() the shear modulus)
'''
if (not self.xc_material):
materialHandler = preprocessor.getMaterialHandler
if (materialHandler.materialExists(self.sectionName)):
lmsg.warning("Section: " + self.sectionName +
" already defined.")
self.xc_material = materialHandler.getMaterial(
self.sectionName)
else:
self.xc_material = typical_materials.defElasticSection3d(
preprocessor,
self.sectionName,
self.A(),
material.E,
material.G(),
self.Iz(),
self.Iy(),
self.J(),
linearRho=material.rho * self.A())
else:
lmsg.warning('Material: ' + self.sectionName +
' already defined as:' + str(self.xc_material))
return self.xc_material
def putHuge3DBarBetweenNodes(preprocessor, tagNodA, tagNodB, nmbTransf):
'''
Creates a very stiff bar between the two nodes being passed as parameters.
(it's a workaround to the problem with the reactions values in nodes when
using multipoint constraints. This problem will be solved with the
implementation of MFreedom_ConstraintBase::addResistingForceToNodalReaction).
:param tagNodA: tag of bar's from node.
:param tagNodB: tag of bar's to node.
:param nmbTransf: name of the coordinate transformation to use for the new bar.
'''
elementos = preprocessor.getElementLoader
elementos.defaultTransformation = nmbTransf
# Material definition
matName = 'bar' + str(tagNodA) + str(tagNodB) + nmbTransf
A = 10
E = 1e14
G = 1e12
Iz = 10
Iy = 10
J = 10
scc = typical_materials.defElasticSection3d(preprocessor, matName, A, E, G,
Iz, Iy, J)
defMat = elementos.defaultMaterial
#print "defMat= ", defMat
elementos.defaultMaterial = matName
elem = elementos.newElement("elastic_beam_3d", xc.ID([tagNodA, tagNodB]))
elementos.defaultMaterial = defMat
scc = elem.sectionProperties
#print "A= ", elem.sectionProperties.A
return elem
def defElasticSection3d(self,preprocessor,material):
'''elastic section appropiate for 3D beam analysis
:param preprocessor: preprocessor object.
:param material: material (for which E is the Young's modulus and G() the shear modulus)
'''
materiales= preprocessor.getMaterialLoader
if(materiales.materialExists(self.sectionName)):
sys.stderr.write("Section: "+self.sectionName+" is already defined.")
else:
retval= typical_materials.defElasticSection3d(preprocessor,self.sectionName,self.A(),material.E,material.G(),self.Iz(),self.Iy(),self.J())
return retval
def defElasticSection3d(self,preprocessor,material):
'''elastic section appropiate for 3D beam analysis
:param preprocessor: preprocessor object.
:param material: material (for which E is the Young's modulus and G() the shear modulus)
'''
materiales= preprocessor.getMaterialHandler
if(materiales.materialExists(self.sectionName)):
sys.stderr.write("Section: "+self.sectionName+" is already defined.")
else:
retval= typical_materials.defElasticSection3d(preprocessor,self.sectionName,self.A(),material.E,material.G(),self.Iz(),self.Iy(),self.J())
return retval
def setHugeBeamBetweenNodes(self,nodeTagA, nodeTagB, nmbTransf):
'''
Creates a very stiff bar between the two nodes being passed as parameters.
(it was a workaround to the problem with the reactions values in nodes when
using multipoint constraints. This problem has been be solved with the
implementation of MFreedom_ConstraintBase::addResistingForceToNodalReaction).
:param nodeTagA: tag of bar's from node.
:param nodeTagB: tag of bar's to node.
:param nmbTransf: name of the coordinate transformation to use for the new bar.
'''
elements= self.preprocessor.getElementHandler
elements.defaultTransformation= nmbTransf
# Material definition
matName= 'bar' + str(nodeTagA) + str(nodeTagB) + nmbTransf
(A,E,G,Iz,Iy,J)= (10, 1e14 , 1e12 , 10, 10, 10)
scc= tm.defElasticSection3d(self.preprocessor,matName,A,E,G,Iz,Iy,J)
elements.defaultMaterial= matName
elem= elements.newElement("ElasticBeam3d",xc.ID([nodeTagA,nodeTagB]))
scc= elem.sectionProperties
return elem
from misc_utils import log_messages as lmsg
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nod0= nodes.newNodeXYZ(0.0,0.0,0.0)
nod1= nodes.newNodeXYZ(0.5,0.5,0.5)
nod2= nodes.newNodeXYZ(2.0,2.0,2.0)
nod3= nodes.newNodeXYZ(3.0,3.0,3.0)
# Geometric transformations
lin= modelSpace.newLinearCrdTransf("lin",xc.Vector([0,1,1]))
# Materials
section= typical_materials.defElasticSection3d(preprocessor, "section",1,1,1,1,1,1)
elements= preprocessor.getElementHandler
elements.defaultTransformation= "lin" # Coord. transformation.
elements.defaultMaterial= "section"
ele0= elements.newElement("ElasticBeam3d",xc.ID([nod0.tag,nod1.tag]))
ele1= elements.newElement("ElasticBeam3d",xc.ID([nod2.tag,nod3.tag]))
points= preprocessor.getMultiBlockTopology.getPoints
pt0= points.newPntFromPos3d(geom.Pos3d(0.0,0.0,0.0))
pt1= points.newPntFromPos3d(geom.Pos3d(0.5,0.5,0.5))
pt2= points.newPntFromPos3d(geom.Pos3d(3.0,3.0,3.0))
pt3= points.newPntFromPos3d(geom.Pos3d(4.0,4.0,4.0))
l1= preprocessor.getMultiBlockTopology.getLines.newLine(pt0.tag,pt1.tag)
l2= preprocessor.getMultiBlockTopology.getLines.newLine(pt2.tag,pt3.tag)
IyElem = beamRCsect.lstRCSects[0].getIy_RClocalYax()
JElem = beamRCsect.lstRCSects[0].getJTorsion()
# Materials definition
# A: cross-sectional area of the section
# E: Young’s modulus of material
# G: Shear modulus of the material
# Iz: second moment of area about the local z-axis
# Iy: second moment of area about the local y-axis
# J: torsional moment of inertia of the section
scc = typical_materials.defElasticSection3d(
preprocessor=preprocessor,
name="scc",
A=beamRCsect.lstRCSects[0].getAc(),
E=beamRCsect.lstRCSects[0].concrType.Ecm(),
G=beamRCsect.lstRCSects[0].concrType.Gcm(),
Iz=IzElem,
Iy=IyElem,
J=JElem)
# Elements definition
elements = preprocessor.getElementHandler
elements.defaultMaterial = "scc"
elements.defaultTag = 1 #Tag for next element.
elements.defaultTransformation = "ltXbeam"
beam3dX = elements.newElement("ElasticBeam3d", xc.ID([0, 1]))
elements.defaultTransformation = "ltYbeam"
beam3dY = elements.newElement("ElasticBeam3d", xc.ID([0, 2]))
elements.defaultTransformation = "ltZbeam"
__email__= "*****@*****.**"
# Problem type
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nodes.defaultTag= 1 #First node number.
nod= nodes.newNodeXYZ(0,0,0)
nod= nodes.newNodeXYZ(5,5,5)
# Geometric transformations
lin= modelSpace.newLinearCrdTransf("lin",xc.Vector([0,1,0]))
# Materials
section= typical_materials.defElasticSection3d(preprocessor, "section",1,1,1,1,1,1)
# Elements definition
elements= preprocessor.getElementHandler
elements.defaultTransformation= "lin" # Coordinate transformation for the new elements
elements.defaultMaterial= "section"
elements.defaultTag= 1 #Tag for the next element.
beam3d= elements.newElement("ElasticBeam3d",xc.ID([1,2]))
crdTransf= beam3d.getCoordTransf
# print "vector I:",getIVector
# print "vector J:",getJVector
# print "vector K:",getKVector
vILocal= crdTransf.getVectorLocalCoordFromGlobal(crdTransf.getIVector)
vJLocal= crdTransf.getVectorLocalCoordFromGlobal(crdTransf.getJVector)
vKLocal= crdTransf.getVectorLocalCoordFromGlobal(crdTransf.getKVector)
l=lines.newLine(linsJoints.loc[i].i_jt,linsJoints.loc[i].j_jt)
l.nDiv=1
diagSet.getLines.append(l)
# #Sections definition
from materials.sections import section_properties
strutSect=section_properties.CircularSection(name='strutSect',Rext=strutRext,Rint=strutRint)
#Materials definition
from materials import typical_materials
from materials import typical_materials
#struts material
# strutMat=typical_materials.defElasticMaterial(preprocessor=prep, name="strutMat",E=Estruts)
# diagCableMat=typical_materials.defElasticMaterial(preprocessor=prep, name="diagCableMat",E=EdiagCable)
# saddCableMat=typical_materials.defElasticMaterial(preprocessor=prep, name="saddCableMat",E=EdiagCable)
strutMat=typical_materials.defElasticSection3d(preprocessor=prep,name='strutMat',A=strutSect.A(),E=Estruts,G=Gstruts,Iz=strutSect.Iz(),Iy=strutSect.Iy(),J=strutSect.J())
#cables materials
# diagCableMat=typical_materials.defCableMaterial(preprocessor=prep,name='diagCableMat',E=EdiagCable,prestress=sigmaPrestrDiagCableInit,rho=rhoDiagCable)
# saddCableMat=typical_materials.defCableMaterial(preprocessor=prep,name='saddCableMat',E=EdiagCable,prestress=sigmaPrestrSaddCableInit,rho=rhoSaddCable)
# # Plotting of CAD entities
# from postprocess.xcVtk.CAD_model import vtk_CAD_graphic
# defDisplay= vtk_CAD_graphic.RecordDefDisplayCAD()
# totalSet= prep.getSets.getSet('total')
# defDisplay.displayBlocks(xcSet=totalSet,fName= None,caption= 'Model grid')
# Geometric transformations
trfs= prep.getTransfCooHandler
# Coord. trasformation for beam in global X direction
ltStruts= trfs.newLinearCrdTransf3d("ltStruts")
# of the reinforced concrete sections (parallel to the width),
# that is why we define:
IzElem=beamRCsect.lstRCSects[0].getIz_RClocalZax()
IyElem=beamRCsect.lstRCSects[0].getIy_RClocalYax()
JElem= beamRCsect.lstRCSects[0].getJTorsion()
# Materials definition
# A: cross-sectional area of the section
# E: Young’s modulus of material
# G: Shear modulus of the material
# Iz: second moment of area about the local z-axis
# Iy: second moment of area about the local y-axis
# J: torsional moment of inertia of the section
scc= typical_materials.defElasticSection3d(preprocessor=preprocessor, name="scc",A=beamRCsect.lstRCSects[0].getAc(),E=beamRCsect.lstRCSects[0].concrType.Ecm(),G=beamRCsect.lstRCSects[0].concrType.Gcm(),Iz=IzElem,Iy=IyElem,J=JElem)
# Elements definition
elements= preprocessor.getElementHandler
elements.defaultMaterial= "scc"
elements.defaultTag= 1 #Tag for next element.
elements.defaultTransformation= "ltXbeam"
beam3dX= elements.newElement("ElasticBeam3d",xc.ID([0,1]))
elements.defaultTransformation= "ltYbeam"
beam3dY= elements.newElement("ElasticBeam3d",xc.ID([0,2]))
elements.defaultTransformation= "ltZbeam"
beam3dZ= elements.newElement("ElasticBeam3d",xc.ID([0,3]))
flange= regions.newQuadRegion('concrete')# Flange
flange.pMin= geom.Pos2d(d-hf,0.0)
flange.pMax= geom.Pos2d(d,b)
web= regions.newQuadRegion('concrete')# Web
web.pMin= geom.Pos2d(0.0,b/2-bw/2)
web.pMax= geom.Pos2d(d-hf,b/2+bw/2)
reinforcement= sectionGeometryTest.getReinfLayers
reinforcementA= reinforcement.newStraightReinfLayer("steel")
reinforcementA.numReinfBars= 5
reinforcementA.barArea= areaBar
reinforcementA.p1= geom.Pos2d(0.0,b/2-bw/2+0.05)
reinforcementA.p2= geom.Pos2d(0.0,b/2+bw/2-0.05)
elasticSection= typical_materials.defElasticSection3d(preprocessor, "elasticSection",0.0,Ec,Gc,0.0,0.0,1.0)
elasticSection.sectionGeometry("sectionGeometryTest")
sectionProperties= elasticSection.sectionProperties
area= sectionProperties.A
Iy= sectionProperties.Iy
Iz= sectionProperties.Iz
areaTeor= b*hf+(d-hf)*bw+n*5*areaBar
izTeor= 0.0081
iyTeor= 0.0073
ratio1= ((area-areaTeor)/areaTeor)
ratio2= ((Iz-izTeor)/izTeor)
ratio3= ((Iy-iyTeor)/iyTeor)
'''
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
# Problem type
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nodes.defaultTag= 1 #First node number.
nod= nodes.newNodeXYZ(0,0,0)
nod= nodes.newNodeXYZ(L,0,0)
# Geometric transformation(s)
lin= modelSpace.newLinearCrdTransf("lin",xc.Vector([0,0,1]))
# Materials definition
scc= typical_materials.defElasticSection3d(preprocessor, "scc",A,E,G,Iz,Iy,J)
# Elements definition
elements= preprocessor.getElementHandler
elements.defaultTransformation= "lin"
elements.defaultMaterial= "scc"
elements.defaultTag= 1 #Tag for next element.
beam3d= elements.newElement("ElasticBeam3d",xc.ID([1,2]))
# Constraints
modelSpace.fixNode000_000(1)
# Loads definition
# Problem type
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nod0= nodes.newNodeIDXYZ(0,0,0,0)
nod1= nodes.newNodeXYZ(0,-Ly,0)
nod2= nodes.newNodeXYZ(0,-Ly,-Lz)
nod3= nodes.newNodeXYZ(Lx,-Ly,-Lz)
nod3.mass= nodeMassMatrix
constraints= preprocessor.getBoundaryCondHandler
nod0.fix(xc.ID([0,1,2,3,4,5]),xc.Vector([0,0,0,0,0,0]))
# Materials definition
scc= typical_materials.defElasticSection3d(preprocessor, "scc",area,EMat,GMat,Izz,Iyy,Ir)
# Geometric transformation(s)
linX= modelSpace.newLinearCrdTransf("linX",xc.Vector([1,0,0]))
linY= modelSpace.newLinearCrdTransf("linY",xc.Vector([0,1,0]))
# Elements definition
elements= preprocessor.getElementHandler
elements.defaultTransformation= "linX"
elements.defaultMaterial= "scc"
beam3d= elements.newElement("ElasticBeam3d",xc.ID([0,1]))
beam3d= elements.newElement("ElasticBeam3d",xc.ID([1,2]))
elements.defaultTransformation= "linY"
beam3d= elements.newElement("ElasticBeam3d",xc.ID([2,3]))
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
# Problem type
modelSpace= predefined_spaces.StructuralMechanics3D(nodes)
nodes.defaultTag= 1 #First node number.
nod= nodes.newNodeXYZ(0,0.0,0.0)
nod= nodes.newNodeXYZ(L,0.0,0.0)
# Geometric transformation(s)
lin= modelSpace.newLinearCrdTransf("lin",xc.Vector([0,-1,0]))
# Materials definition
scc= typical_materials.defElasticSection3d(preprocessor, "scc",A,E,G,Iz,Iy,J)
# Elements definition
elements= preprocessor.getElementHandler
elements.defaultTransformation= lin.name
elements.defaultMaterial= scc.name
# sintaxis: ElasticBeam3d[<tag>]
elements.defaultTag= 1 #Tag for next element.
beam3d= elements.newElement("ElasticBeam3d",xc.ID([1,2]))
# Constraints
modelSpace.fixNode000_000(1)
# Loads definition
loadHandler= preprocessor.getLoadHandler
flange = regions.newQuadRegion('concrete') # Flange
flange.pMin = geom.Pos2d(d - hf, 0.0)
flange.pMax = geom.Pos2d(d, b)
web = regions.newQuadRegion('concrete') # Web
web.pMin = geom.Pos2d(0.0, b / 2 - bw / 2)
web.pMax = geom.Pos2d(d - hf, b / 2 + bw / 2)
reinforcement = sectionGeometryTest.getReinfLayers
reinforcementA = reinforcement.newStraightReinfLayer("steel")
reinforcementA.numReinfBars = 5
reinforcementA.barArea = areaBar
reinforcementA.p1 = geom.Pos2d(0.0, b / 2 - bw / 2 + 0.05)
reinforcementA.p2 = geom.Pos2d(0.0, b / 2 + bw / 2 - 0.05)
elasticSection = typical_materials.defElasticSection3d(preprocessor,
"elasticSection", 0.0,
Ec, Gc, 0.0, 0.0, 1.0)
elasticSection.sectionGeometry("sectionGeometryTest")
sectionProperties = elasticSection.sectionProperties
area = sectionProperties.A
Iy = sectionProperties.Iy
Iz = sectionProperties.Iz
areaTeor = b * hf + (d - hf) * bw + n * 5 * areaBar
izTeor = 0.0081
iyTeor = 0.0073
ratio1 = ((area - areaTeor) / areaTeor)
ratio2 = ((Iz - izTeor) / izTeor)
ratio3 = ((Iy - iyTeor) / iyTeor)
'''
# Problem type
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
nod0 = nodes.newNodeIDXYZ(0, 0, 0, 0)
nod1 = nodes.newNodeXYZ(0, -Ly, 0)
nod2 = nodes.newNodeXYZ(0, -Ly, -Lz)
nod3 = nodes.newNodeXYZ(Lx, -Ly, -Lz)
nod3.mass = nodeMassMatrix
constraints = preprocessor.getBoundaryCondHandler
nod0.fix(xc.ID([0, 1, 2, 3, 4, 5]), xc.Vector([0, 0, 0, 0, 0, 0]))
# Materials definition
scc = typical_materials.defElasticSection3d(preprocessor, "scc", area, EMat,
GMat, Izz, Iyy, Ir)
# Geometric transformation(s)
linX = modelSpace.newLinearCrdTransf("linX", xc.Vector([1, 0, 0]))
linY = modelSpace.newLinearCrdTransf("linY", xc.Vector([0, 1, 0]))
# Elements definition
elements = preprocessor.getElementHandler
elements.defaultTransformation = linX.name
elements.defaultMaterial = scc.name
beam3d = elements.newElement("ElasticBeam3d", xc.ID([0, 1]))
beam3d = elements.newElement("ElasticBeam3d", xc.ID([1, 2]))
elements.defaultTransformation = linY.name
beam3d = elements.newElement("ElasticBeam3d", xc.ID([2, 3]))
# Solution procedure
diagSect = section_properties.CircularSection(name='diagSect',
Rext=diagRext,
Rint=diagRint)
saddSect = section_properties.CircularSection(name='saddSect',
Rext=saddRext,
Rint=saddRint)
#Materials definition
from materials import typical_materials
from materials import typical_materials
#struts material
#strutMat=typical_materials.defElasticMaterial(preprocessor=prep, name="strutMat",E=Estruts)
strutMat = typical_materials.defElasticSection3d(preprocessor=prep,
name='strutMat',
A=strutSect.A(),
E=Estruts,
G=Gstruts,
Iz=strutSect.Iz(),
Iy=strutSect.Iy(),
J=strutSect.J())
#cables materials
diagCableMat = typical_materials.defElasticSection3d(preprocessor=prep,
name='diagCableMat',
A=diagSect.A(),
E=EdiagCable,
G=Gstruts,
Iz=diagSect.Iz(),
Iy=diagSect.Iy(),
J=diagSect.J())
saddCableMat = typical_materials.defElasticSection3d(preprocessor=prep,
name='saddCableMat',
A=saddSect.A(),
