# Isotropic elastic section-material appropiate for plate and shell analysis # Attributes: # name: name identifying the section # E: Young’s modulus of the material # nu: Poisson’s ratio # rho: mass density # thickness: overall depth of the section #matDeck= gm.DeckMaterialData(name= 'matDeck',thickness= deckTh,material=concrete) #Geometric sections #rectangular sections from materials.sections import section_properties as rectSect geomBotCol=rectSect.RectangularSection(name='geomBotCol',b=BCside-0.1,h=BCside) #b has been deliberately reduced its size to ensure b<h, otherwise the #display of results occurs in a direction other than expected. In the particular #case when b==h the routine isn't able to represent any result geomGlsCol=rectSect.RectangularSection(name='geomGlsCol',b=0.2,h=0.5) #I sections from materials.sections import section_properties geomTopCol=section_properties.ISection(name='geomTopCol',wdTopFlange=TCwidthSupFlange,thTopFlange=TCthickSupFlange,thWeb=TCthickWeb,hgWeb=TCheightWeb,wdBotFlange=TCwidthInfFlange,thBotFlange=TCthickInfFlange) # Elastic material-section appropiate for 3D beam analysis, including shear deformations. # Attributes: # name: name identifying the section # section: instance of a class that defines the geometric and mechanical characteristiscs # of a section (e.g: RectangularSection, CircularSection, ISection, ...) # material: instance of a class that defines the elastic modulus, shear modulus # and mass density of the material
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2015, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
L = 2 # Bar length.
P = 10e3 # Transverse uniform load.
n = 1e6 # Axial uniform load.
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
sectionTest = section_properties.RectangularSection("sectionTest",
b=.20,
h=.30) # Section geometry.
sectionTestMaterial = typical_materials.MaterialData(
"sectionTestMaterial", E=7E9, nu=0.3, rho=2500) # Section material.
# Problem type
modelSpace = predefined_spaces.StructuralMechanics2D(nodes)
# Definimos el material
def_secc_aggregation.def_secc_aggregation2d(preprocessor, sectionTest,
sectionTestMaterial)
nodes.defaultTag = 1 # First node number.
nod = nodes.newNodeXY(0, 0)
nod = nodes.newNodeXY(L, 0.0)
# Geometric transformations
lin = modelSpace.newLinearCrdTransf("lin")
def genMesh(self, nodes, springMaterials):
self.defineWireframeModel(nodes)
nodes.newSeedNode()
preprocessor = self.modelSpace.preprocessor
trfs = preprocessor.getTransfCooLoader
transformationName = self.name + 'LinearTrf'
self.trf = trfs.newLinearCrdTransf2d(transformationName)
wallMatData = typical_materials.MaterialData(name=self.name +
'Concrete',
E=self.concrete.getEcm(),
nu=0.2,
rho=2500)
foundationSection = section_properties.RectangularSection(
self.name + "FoundationSection", self.b, self.footingThickness)
foundationMaterial = foundationSection.defElasticShearSection2d(
preprocessor, wallMatData) #Foundation elements material.
elementSize = 0.2
seedElemLoader = preprocessor.getElementLoader.seedElemLoader
seedElemLoader.defaultMaterial = foundationSection.sectionName
seedElemLoader.defaultTransformation = transformationName
seedElem = seedElemLoader.newElement("ElasticBeam2d", xc.ID([0, 0]))
self.wallSet = preprocessor.getSets.defSet("wallSet")
self.heelSet = preprocessor.getSets.defSet("heelSet")
self.toeSet = preprocessor.getSets.defSet("toeSet")
self.foundationSet = preprocessor.getSets.defSet("foundationSet")
for lineName in ['heel', 'toe']:
l = self.wireframeModelLines[lineName]
l.setElemSize(elementSize)
l.genMesh(xc.meshDir.I)
for e in l.getElements():
self.foundationSet.getElements.append(e)
self.wallSet.getElements.append(e)
if (lineName == 'heel'):
self.heelSet.getElements.append(e)
else:
self.toeSet.getElements.append(e)
self.foundationSet.fillDownwards()
stemSection = section_properties.RectangularSection(
self.name + "StemSection", self.b,
(self.stemTopWidth + self.stemBottomWidth) / 2.0)
stemMaterial = stemSection.defElasticShearSection2d(
preprocessor, wallMatData) #Stem elements material.
self.stemSet = preprocessor.getSets.defSet("stemSet")
for lineName in ['stem']:
l = self.wireframeModelLines[lineName]
l.setElemSize(elementSize)
seedElemLoader.defaultMaterial = stemSection.sectionName
l.genMesh(xc.meshDir.I)
for e in l.getElements():
y = -e.getPosCentroid(True).y
h = self.getDepth(y)
stemSection.h = h
e.sectionProperties = stemSection.getCrossSectionProperties2D(
wallMatData)
self.stemSet.getElements.append(e)
self.wallSet.getElements.append(e)
# Springs on nodes.
self.foundationSet.computeTributaryLengths(False)
self.fixedNodes = []
elasticBearingNodes = self.foundationSet.getNodes
kX = springMaterials[0] #Horizontal
kSx = kX.E
kY = springMaterials[1] #Vertical
kSy = kY.E
lngTot = 0.0
for n in elasticBearingNodes:
lT = n.getTributaryLength()
lngTot += lT
#print "tag= ", n.tag, " lT= ", lT
#print "before k= ", kY.E
kX.E = kSx * lT
kY.E = kSy * lT
fixedNode, newElem = self.modelSpace.setBearing(
n.tag, ["kX", "kY"])
self.fixedNodes.append(fixedNode)
self.stemSet.fillDownwards()
self.wallSet.fillDownwards()
from solution import predefined_solutions
from model import predefined_spaces
from materials import typical_materials
from materials.sections import section_properties
from materials.sections import defSeccAggregation
h= 0.30 # Beam cross-section depth.
b= 0.2 # Beam cross-section width.
E= 2e6 # Elastic modulus
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
nodes= preprocessor.getNodeHandler
sectionTest= section_properties.RectangularSection("sectionTest",b,h) # Section geometry.
sectionTestMaterial=typical_materials.MaterialData(name='sectionTestMaterial',E=E,nu=0.3,rho=2500) # Section material.
# Define materials
defSeccAggregation.defSeccAggregation2d(preprocessor, sectionTest,sectionTestMaterial)
tang= preprocessor.getMaterialHandler.getMaterial("sectionTest").getTangentStiffness()
EI= tang.at(1,1)
EA= tang.at(0,0)
EITeor= (1/12.0*b*h**3*E)
EITeor2= sectionTestMaterial.E*sectionTest.Iz()
ratio1= ((EI-EITeor)/EITeor)
EATeor= (b*h*E)
typical_materials.MaterialData('tmp', beamConcr.Ecm(), beamConcr.nuc,
beamConcr.density()))
beamType5Section = section_properties.PolygonalSection(
'beamType5Contour', geom.Polygon2d(polT5)).defElasticShearSection3d(
preprocessor,
typical_materials.MaterialData('tmp', beamConcr.Ecm(), beamConcr.nuc,
beamConcr.density()))
beamType6Section = section_properties.PolygonalSection(
'beamType6Contour', geom.Polygon2d(polT6)).defElasticShearSection3d(
preprocessor,
typical_materials.MaterialData('tmp', beamConcr.Ecm(), beamConcr.nuc,
beamConcr.density()))
beamWebSection = section_properties.RectangularSection(
'beamWebSection', 0.5, 0.16).defElasticShearSection3d(
preprocessor,
typical_materials.MaterialData('tmp', beamConcr.Ecm(), beamConcr.nuc,
beamConcr.density()))
braceBeamsConcr = deckConcr
pierBraceBeamSection = section_properties.RectangularSection(
'pierBraceBeamSection', 0.4, 0.65).defElasticShearSection3d(
preprocessor,
typical_materials.MaterialData('tmp', braceBeamsConcr.Ecm(),
braceBeamsConcr.nuc,
braceBeamsConcr.density()))
abutmentBraceBeamSection = section_properties.RectangularSection(
'abutmentBraceBeamSection', 0.89, 0.65).defElasticShearSection3d(
preprocessor,
typical_materials.MaterialData('tmp', braceBeamsConcr.Ecm(),
braceBeamsConcr.nuc,
import csv
import numpy
import xc_base
import geom
import xc
from model import predefined_spaces
from materials import typical_materials
from materials.sections import section_properties
from postprocess import control_vars as cv
from solution import predefined_solutions
from miscUtils import LogMessages as lmsg
from materials.sections import internal_forces
from collections import defaultdict
# Fake section (elements must have a stiffness)
sccFICT = section_properties.RectangularSection("rectang", b=.40, h=40)
matSccFICT = typical_materials.MaterialData("mrectang",
E=2.1e6,
nu=0.3,
rho=2500)
class PhantomModel(object):
def __init__(self, preprocessor, sectionDistribution):
'''Extracts the element identifiers from a XC output file generated
with the results for each conbination analyzed
:ivar preprocessor: preprocessor object (access to FE model -nodes,
elements, loads,...)
:ivar sectionsDistribution: file containing the section definition for
each element (this section will be
from __future__ import division
from __future__ import print_function
from materials.awc_nds import AWCNDS_materials as mat
from materials.sections import section_properties as sp
from rough_calculations import ng_simple_beam as sb
__author__ = "Luis Claudio Pérez Tato (LCPT"
__copyright__ = "Copyright 2015, LCPT"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
L = 30 * 47.88026 # Live load N/m2
D = 10 * 47.88026 # Dead load N/m2
joistSpacing = 16 * 0.0254 # Space between joists
joistSection = sp.RectangularSection('joistSection', 1.5 * 0.0254,
7.25 * 0.0254)
Ss = joistSection.getElasticSectionModulusZ()
SsRef = 13.14 * 0.0254**3
ratio1 = (Ss - SsRef) / SsRef
Is = joistSection.Iz()
IsRef = 47.63 * 0.0254**4
ratio2 = (Is - IsRef) / IsRef
# Tabulated design values
Fb = 975 * 6894.76 # Bending stress (Pa)
E = 1.5e6 * 6894.76 # Modulus of elasticity (Pa)
Fv = 75 * 6894.76 # Shear stress (Pa)
FcT = 405 * 6894.76
CD = mat.getLoadDurationFactor(10)
ratio3 = (CD - 1.0)
from model.geometry import geom_utils
deck = xc.FEProblem()
preprocessor = deck.getPreprocessor
nodes = preprocessor.getNodeHandler
elements = preprocessor.getElementHandler
groups = preprocessor.getSets
#Materials
# Concrete.
concrete = SIA262_materials.c25_30
Ec = concrete.getEcm()
deckThickness = 0.35
deckUnitWeight = deckThickness * 25e3
parapetUnitWeight = deckUnitWeight
sccDeck = section_properties.RectangularSection("sccDeck", 1.0,
deckThickness) #,Ec,0.2)
matData = typical_materials.MaterialData(name='deckConcrete',
E=Ec,
nu=0.2,
rho=2500)
matDeck = sccDeck.defElasticShearSection2d(preprocessor, matData)
# Masonry bearing.
kSpandrel = 5e8
#kYSpandrel= typical_materials.defElastNoTensMaterial(preprocessor, "kYSpandrel",kSpandrel)
kYSpandrel = typical_materials.defElasticMaterial(preprocessor, "kYSpandrel",
kSpandrel)
kXSpandrel = typical_materials.defElasticMaterial(preprocessor, "kXSpandrel",
kSpandrel / 10.0)
kFill = 5e7
#kYFill= typical_materials.defElastNoTensMaterial(preprocessor, "kYFill",kFill)
from materials.sections import section_properties
from solution import predefined_solutions
inchToMeter= 2.54/100.0
feetToMeter= 0.3048
psfTokNm2= 0.04788026
#########################################################
# Problem definition.
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
modelSpace= predefined_spaces.StructuralMechanics3D(preprocessor.getNodeHandler)
#########################################################
# Material definition.
lumber4x2= section_properties.RectangularSection("lumber4x2",b=3.5*inchToMeter,h=1.5*inchToMeter)
wood= typical_materials.MaterialData(name= 'wood',E=12.4e9,nu=0.33,rho=500)
chordSectionsGeometry= lumber4x2
chordsSection= chordSectionsGeometry.defElasticShearSection3d(preprocessor,wood)
diagonalSectionsGeometry= lumber4x2
diagonalsMaterial= typical_materials.defElasticMaterial(preprocessor,"diagonalsMaterial",wood.E)
postsSection= chordsSection
depth= 22*inchToMeter-chordSectionsGeometry.h
panelSize= 60*inchToMeter
span= feetToMeter*31.0+5*inchToMeter
#########################################################
# Mesh generation.
lowerChordAxis= geom.Segment3d(geom.Pos3d(0.0,0.0,0.0),geom.Pos3d(span,0.0,0.0))
upperChordAxis= geom.Segment3d(geom.Pos3d(0.0,0.0,depth),geom.Pos3d(span,0.0,depth))
material=concrProp)
deck_mat.setupElasticSection(preprocessor=prep) #creates the section-material
wall_mat = tm.DeckMaterialData(name='wall_mat',
thickness=wallTh,
material=concrProp)
wall_mat.setupElasticSection(preprocessor=prep) #creates the section-material
foot_mat = tm.DeckMaterialData(name='foot_mat',
thickness=footTh,
material=concrProp)
foot_mat.setupElasticSection(preprocessor=prep) #creates the section-material
#Geometric sections
#rectangular sections
from materials.sections import section_properties as sectpr
geomSectBeamX = sectpr.RectangularSection(name='geomSectBeamX',
b=wbeamX,
h=hbeamX)
geomSectBeamY = sectpr.RectangularSection(name='geomSectBeamY',
b=wbeamY,
h=hbeamY)
geomSectColumnZ = sectpr.RectangularSection(name='geomSectColumnZ',
b=wcolumnZ,
h=hcolumnZ)
# Elastic material-section appropiate for 3D beam analysis, including shear
# deformations.
# Attributes:
# name: name identifying the section
# section: instance of a class that defines the geometric and
# mechanical characteristiscs
# of a section (e.g: RectangularSection, CircularSection,
out=outHndl.OutputHandler(modelSpace,sty)
xList=[0,Lsquare/5,Lsquare]
yList=[0,Lsquare/3,Lsquare]
zList=[1]
gridGeom= gm.GridModel(prep,xList,yList,zList)
gridGeom.generatePoints()
loadedSurf=gridGeom.genSurfOneXYZRegion(xyzRange=((0,0,1),(1,1,1)),setName='loadedSurf')
beams=gridGeom.genLinOneXYZRegion(((0,0,1),(1,1,1)),'beams')
concrete=EHE_materials.HA30
concrProp=tm.MaterialData(name='concrProp',E=concrete.Ecm(),nu=concrete.nuc,rho=concrete.density())
from materials.sections import section_properties as sectpr
geomSect=sectpr.RectangularSection(name='geomSect',b=0.2,h=0.2)
linel_mat= tm.BeamMaterialData(name= 'linel_mat', section=geomSect, material=concrProp)
linel_mat.setupElasticShear3DSection(preprocessor=prep)
beams_mesh=fem.LinSetToMesh(linSet=beams,matSect=linel_mat,elemSize=0.5,vDirLAxZ=xc.Vector([0,0,1]),elemType='ElasticBeam3d',coordTransfType='linear')
beams_mesh.generateMesh(prep)
surfUnifLoad= loads.UnifLoadSurfNodesDistributed(name= 'surfUnifLoad',surfSet=loadedSurf,loadVector=xc.Vector([0,0,-qUnif,0,0,0]))
LC1=lcases.LoadCase(preprocessor=prep,name="LC1",loadPType="default",timeSType="constant_ts")
LC1.create()
LC1.addLstLoads([surfUnifLoad])
modelSpace.addLoadCaseToDomain('LC1')
concrDeck = tm.MaterialData(name='concrDeck', E=EcDeck, nu=cpoish, rho=densh)
concrWalls = tm.MaterialData(name='concrWalls',
E=EcWalls,
nu=cpoish,
rho=densh)
concrFound = tm.MaterialData(name='concrFound',
E=EcFound,
nu=cpoish,
rho=densh)
#Geometric sections
#rectangular sections
from materials.sections import section_properties as sectpr
geomSectMuretes = sectpr.RectangularSection(name='geomSectMuretes',
b=0.5,
h=0.5)
# Elastic material-section appropiate for 3D beam analysis, including shear
# deformations.
# Attributes:
# name: name identifying the section
# section: instance of a class that defines the geometric and
# mechanical characteristiscs
# of a section (e.g: RectangularSection, CircularSection,
# ISection, ...)
# material: instance of a class that defines the elastic modulus,
# shear modulus and mass density of the material
muretes_mat = tm.BeamMaterialData(name='muretes_mat',
section=geomSectMuretes,
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
n1 = nodes.newNodeXYZ(0.0, 0.0, 0.0)
n2 = nodes.newNodeXYZ(l, 0.0, 0.0)
strand = EHE_materials.Y1860S7Strand_15_3
strandInitialStress = 1395e6 - 41.4e6
prestressingSteel = strand.defDiagK(preprocessor, strandInitialStress)
elements = preprocessor.getElementHandler
# Concrete
lin = modelSpace.newLinearCrdTransf("lin", xzVector=xc.Vector([0, 1, 0]))
sectionProperties = section_properties.RectangularSection(
name="rectang", b=.10, h=.10) # Section geometry.
concreteSection = concrete.defElasticShearSection3d(preprocessor,
sectionProperties)
elements.defaultMaterial = concreteSection.name
elements.defaultTransformation = lin.name
concreteBeam = elements.newElement("ElasticBeam3d", xc.ID([n1.tag, n2.tag]))
# Prestressing steel.
elements.dimElem = 3 # Bars defined in a two dimensional space.
elements.defaultMaterial = prestressingSteel.name
strandTruss = elements.newElement("Truss", xc.ID([n1.tag, n2.tag]))
strandTruss.sectionArea = strand.area
# Constraints
modelSpace.fixNode('000_0FF', n1.tag)
modelSpace.fixNode('F00_FFF', n2.tag)
#Lines generation muretes=gridGeom.genLinMultiRegion(lstIJKRange=muretes_rg,setName='muretes') muretes.description='Muretes' # *** MATERIALS *** concrDeck=tm.MaterialData(name='concrDeck',E=EcDeck,nu=cpoish,rho=densh) concrWalls=tm.MaterialData(name='concrWalls',E=EcWalls,nu=cpoish,rho=densh) concrFound=tm.MaterialData(name='concrFound',E=EcFound,nu=cpoish,rho=densh) #Geometric sections #rectangular sections from materials.sections import section_properties as sectpr geomSectMuretes=sectpr.RectangularSection(name='geomSectMuretes',b=emuret,h=hmuret) # Elastic material-section appropiate for 3D beam analysis, including shear # deformations. # Attributes: # name: name identifying the section # section: instance of a class that defines the geometric and # mechanical characteristiscs # of a section (e.g: RectangularSection, CircularSection, # ISection, ...) # material: instance of a class that defines the elastic modulus, # shear modulus and mass density of the material muretes_mat= tm.BeamMaterialData(name= 'muretes_mat', section=geomSectMuretes, material=concrDeck) muretes_mat.setupElasticShear3DSection(preprocessor=prep)
# Isotropic elastic section-material appropiate for plate and shell analysis
# Attributes:
# name: name identifying the section
# E: Young’s modulus of the material
# nu: Poisson’s ratio
# rho: mass density
# thickness: overall depth of the section
#matDeck= gm.DeckMaterialData(name= 'matDeck',thickness= deckTh,material=concrete)
#Geometric sections
#rectangular sections
from materials.sections import section_properties as rectSect
geomBeam = rectSect.RectangularSection(name='geomBeam', b=wbeam, h=hbeam)
# Elastic material-section appropiate for 3D beam analysis, including shear deformations.
# Attributes:
# name: name identifying the section
# section: instance of a class that defines the geometric and mechanical characteristiscs
# of a section (e.g: RectangularSection, CircularSection, ISection, ...)
# material: instance of a class that defines the elastic modulus, shear modulus
# and mass density of the material
matBeam = gm.BeamMaterialData(name='matBeam',
section=geomBeam,
material=concrete)
# Dictionary of materials
matElMembPlat = model.setMaterials([matBeam])
#
# ^ y
# | ln
# +-----------------------------+ ---> z
# pt0 pt1
#
# We have finished with the definition of the geometry.
# Material definition.
# We need a material to assign to the elements that we create
# with the mesh generation.
# Material properties
EL = typical_materials.MaterialData(name='EL', E=210000.0e6, nu=0.3, rho=0.0)
# Cross section properties (1x1 m square section)
crossSection = section_properties.RectangularSection("SQ_1x1", b=1.0, h=1.0)
beamSection = crossSection.defElasticShearSection3d(preprocessor, EL)
#########################################################
# Mesh generation.
# Definition of the "seed element": the element that will copied into each
# mesh cell.
# Orientation of the element axis:
lin = modelSpace.newLinearCrdTransf("lin", xc.Vector([1, 0, 0]))
seedElemHandler = preprocessor.getElementHandler.seedElemHandler
seedElemHandler.defaultTransformation = lin.getName(
) # Orientation of the element axis.
seedElemHandler.defaultMaterial = beamSection.name # Material name.
# grid model definition
gridGeom= gm.GridModel(prep,xList,yList,zList)
# Grid geometric entities definition (points, lines, surfaces)
# Points' generation
gridGeom.generatePoints()
#Lines generation
pile_rg=gm.IJKRange((0,0,0),(0,0,1))
pile=gridGeom.genLinOneRegion(ijkRange=pile_rg,setName='pile')
# *** MATERIALS ***
concrProp=tm.MaterialData(name='concrProp',E=concrete.Ecm(),nu=concrete.nuc,rho=concrete.density())
#Geometric sections
#rectangular sections
from materials.sections import section_properties as sectpr
geomSectPile=sectpr.RectangularSection(name='geomSectPile',b=LeqPile,h=LeqPile)
# Elastic material-section
pile_mat=tm.BeamMaterialData(name='pile_mat', section=geomSectPile, material=concrProp)
pile_mat.setupElasticShear3DSection(preprocessor=prep)
# ***FE model - MESH***
pile_mesh=fem.LinSetToMesh(linSet=pile,matSect=pile_mat,elemSize=eSize,vDirLAxZ=xc.Vector([0,1,0]),elemType='ElasticBeam3d',dimElemSpace=3,coordTransfType='linear')
fem.multi_mesh(preprocessor=prep,lstMeshSets=[pile_mesh])
# ***BOUNDARY CONDITIONS***
pileBC=sbc.PileFoundation(setPile=pile,pileDiam=fiPile,E=concrete.Ecm(),pileType='endBearing',pileBearingCapacity=bearCap,groundLevel=zGround,soilsProp=soils)
pileBC.generateSpringsPile(alphaKh_x=1,alphaKh_y=1,alphaKv_z=1)
springs=pileBC.springs
springSet=preprocessor.getSets.defSet('springSet')
for e in springs:
mat_cols = tm.MaterialData(name='mat_cols', E=2.55e15, nu=0.2, rho=2500)
# Isotropic elastic section-material appropiate for plate and shell analysis
deck_mat = tm.DeckMaterialData(name='deck_mat',
thickness=0.25,
material=mat_slabs)
deck_mat.setupElasticSection(preprocessor=prep) #creates de section-material
wall_mat = tm.DeckMaterialData(name='wall_mat',
thickness=0.15,
material=mat_walls)
wall_mat.setupElasticSection(preprocessor=prep) #creates de section-material
#Sections geometry
#rectangular sections
geomSectColumns = sectpr.RectangularSection(name='geomSectColumns',
b=0.25,
h=0.25)
columns_mat = tm.BeamMaterialData(name='columns_mat',
section=geomSectColumns,
material=mat_cols)
columns_mat.setupElasticShear3DSection(preprocessor=prep)
# ***FE model - MESH***
eSize = 0.5
floor1_mesh = fem.SurfSetToMesh(surfSet=floor1,
matSect=deck_mat,
elemSize=eSize,
elemType='ShellMITC4')
floor2_mesh = fem.SurfSetToMesh(surfSet=floor2,
matSect=deck_mat,
elemSize=eSize,
from materials.sections import section_properties from misc import scc2d_testing_bench __author__= "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)" __copyright__= "Copyright 2015, LCPT and AOO" __license__= "GPL" __version__= "3.0" __email__= "*****@*****.**" feProblem= xc.FEProblem() feProblem.logFileName= "/tmp/erase.log" # Ignore warning messages preprocessor= feProblem.getPreprocessor # Rectangular cross-section definition scc10x20= section_properties.RectangularSection(name="rectang",b=.10,h=.20) # Section geometry. matscc10x20=typical_materials.MaterialData(name='mtrectang',E=2.1e6,nu=0.3,rho=2500) # Section material. # Materials definition matPoteau= scc10x20.defElasticSection2d(preprocessor,matscc10x20) elemZLS= scc2d_testing_bench.sectionModel(preprocessor, scc10x20.sectionName) # Constraints modelSpace= predefined_spaces.getStructuralMechanics2DSpace(preprocessor) modelSpace.fixNode000(1) spc= modelSpace.constraints.newSPConstraint(2,1,0.0) # Loads definition loadHandler= preprocessor.getLoadHandler lPatterns= loadHandler.getLoadPatterns #Load modulation.
#Hide logging messages from modules.
rootLogger = logging.getLogger()
lhStdout = rootLogger.handlers[0] # stdout is the only handler initially
fileHandler = logging.FileHandler("{0}/{1}.log".format('/tmp/', 'test'))
rootLogger.addHandler(fileHandler)
rootLogger.removeHandler(lhStdout)
# Geometry
L = 1.0 # Bar length (m)
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
# Materials
crossSection = section_properties.RectangularSection("test", b=.3, h=.4)
concr = EHE_materials.HA25
concr.alfacc = 0.85 #f_maxd= 0.85*fcd concrete long term compressive strength factor (normally alfacc=1)
concr.initTensStiff = 'Y' #initialize concrete with tension-stiffening branch
#(diagram of type concrete02)
section = concr.defElasticShearSection3d(preprocessor, crossSection)
# Problem type
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
#Mesh.
n1 = nodes.newNodeXYZ(0, 0.0, 0.0)
n2 = nodes.newNodeXYZ(L / 2.0, 0.0, 0.0)
n3 = nodes.newNodeXYZ(L, 0.0, 0.0)
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2015, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
feProblem = xc.FEProblem()
feProblem.logFileName = "/tmp/erase.log" # Ignore warning messages
preprocessor = feProblem.getPreprocessor
# Rectangular cross-section definition
#XXX Is not a rectangular sections so THE TEST SEEMS NOT HAVE MUCH SENSE
# At last we must create a class for this kind to be consistent with
# the classes already defined to deal with steel profiles.
SHS50x50x2_5 = section_properties.RectangularSection(
"SHS50x50x2_5", b=0.05, h=0.05) # Section geometry.
matSHS50x50x2_5 = typical_materials.MaterialData(name='matSec',
E=210000e6,
nu=0.3e6,
rho=2500) #Section material.
SHS50x50x2_5.sectionName = "SHS50x50x2_5"
SHS50x50x2_5.b = 0.05
SHS50x50x2_5.h = 0.05
SHS50x50x2_5.e = 2.5e-3
SHS50x50x2_5.P = 3.54
#SHS50x50x2_5.A= 4.51e-4
#SHS50x50x2_5.Iz= 17.9e-8
#SHS50x50x2_5.Iy= 17.9e-8
SHS50x50x2_5.Wzel = 7.16e-6
SHS50x50x2_5.Wzpl = 8.47e-6
wallsBasement_mat= gm.DeckMaterialData(name= 'wallsBasement', thickness= thickWallsBasement, material=concrForAll) facadeShearWall_mat= gm.DeckMaterialData(name= 'facadeShearWall', thickness= thickFacadeShearWalls, material=concrForAll) shearWallStaircase_mat= gm.DeckMaterialData(name= 'shearWallStaircase', thickness= thickShearWallStaircase, material=concrForAll) slabs_mat= gm.DeckMaterialData(name= 'slabs', thickness= thickSlabs, material=concrForAll) # Elastic section appropiate for 3D beam analysis, including shear deformations. #Rectangular sections: # Attributes: # name: name identifying the section # b: cross-section width (parallel to local z axis) # h: cross-section height (parallel to local y axis) # E: Young’s modulus of the material # nu: Poisson’s ratio from materials.sections import section_properties as sp sqrColumns_sect=sp.RectangularSection(name='sqrColumns_sect',b=lenghtSquareColumns,h=lenghtSquareColumns) #section definition sqrColumns_mat=gm.BeamMaterialData(name='sqrColumns',section=sqrColumns_sect,material=concrForAll) #material definition (rho: mass density) #Circular sections: # Attributes: # name: name identifying the section # r: radius # E: Young’s modulus of the material # nu: Poisson’s ratio # from materials.sections import section_properties # sect_beamR0_5=section_properties.CircularSection(name='sect_beamR0_5',r=0.5) #section definition # beamR0_5=gm.BeamMaterialData(name='beamR0_5',section=sect_beamR0_5,material=concrDeckBeam) #material definition (rho: mass density) #I sections: # name: name identifying the section # wdTopFlange: width of the top flange (parallel to local z-axis)
from materials.sections import section_properties __author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (A_OO)" __copyright__ = "Copyright 2015, LCPT and AO_O" __license__ = "GPL" __version__ = "3.0" __email__ = "[email protected] [email protected]" feProblem = xc.FEProblem() preprocessor = feProblem.getPreprocessor feProblem.logFileName = "/tmp/erase.log" # Ignore warning messages # Rectangular cross-section definition b = 10 # Cross section width [cm] h = 20 # Cross section depth [cm] scc10x20 = section_properties.RectangularSection('scc10x20', b, h) scc10x20.nDivIJ = 32 # number of cells in IJ direction scc10x20.nDivJK = 32 # number of cells in JK direction import os pth = os.path.dirname(__file__) if (not pth): pth = "." #print "pth= ", pth execfile(pth + "/fiber_section_test_macros.py") fy = 2600 # Yield stress of the material expressed in kp/cm2. E = 2.1e6 # Young modulus of the material en kp/cm2. # Materials definition: epp = typical_materials.defElasticPPMaterial(preprocessor, "epp", E, fy, -fy)
wdTopFlange=BCwidthSupFlange,
thTopFlange=BCthickSupFlange,
thWeb=BCthickWeb,
hgWeb=BCheightWeb,
wdBotFlange=BCwidthInfFlange,
thBotFlange=BCthickInfFlange)
geomTopCol = section_properties.ISection(name='geomTopCol',
wdTopFlange=TCwidthSupFlange,
thTopFlange=TCthickSupFlange,
thWeb=TCthickWeb,
hgWeb=TCheightWeb,
wdBotFlange=TCwidthInfFlange,
thBotFlange=TCthickInfFlange)
#rectangular sections
from materials.sections import section_properties as rectSect
geomCurvCol = rectSect.RectangularSection(name='geomCurvCol', b=0.2, h=0.5)
#Fictitious geometric section to represent rigid motion
geomFictBeam = rectSect.RectangularSection(name='geomFictBeam', b=5, h=5)
# Elastic material-section appropiate for 3D beam analysis, including shear deformations.
# Attributes:
# name: name identifying the section
# section: instance of a class that defines the geometric and mechanical characteristiscs
# of a section (e.g: RectangularSection, CircularSection, ISection, ...)
# material: instance of a class that defines the elastic modulus, shear modulus
# and mass density of the material
matBotCol = gm.BeamMaterialData(name='matBotCol',
section=geomBotCol,
material=concrete)
matTopCol = gm.BeamMaterialData(name='matTopCol',
import geom import xc from solution import predefined_solutions from model import predefined_spaces from materials import typical_materials __author__= "Luis C. Pérez Tato (LCPT) and Ana Ortega (A_OO)" __copyright__= "Copyright 2015, LCPT and AO_O" __license__= "GPL" __version__= "3.0" __email__= "[email protected] [email protected]" # Rectangular cross-section definition b= 1 # Cross section width [cm] h= 1 # Cross section depth [cm] scc1x1= section_properties.RectangularSection('scc1x1',b,h) scc1x1.nDivIJ= 32 # number of cells in IJ direction scc1x1.nDivJK= 32 # number of cells in JK direction import os pth= os.path.dirname(__file__) if(not pth): pth= "." #print "pth= ", pth execfile(pth+"/macros_test_fiber_section.py") fy= 2600 # yield strength [kp/cm2]. E= 1e6 # elastic moculus [kp/cm2]. feProblem= xc.FEProblem() feProblem.logFileName= "/tmp/borrar.log" # Ignore warning messages
diafRP_mat.setupElasticSection(preprocessor=prep) murExtAlig_mat=tm.DeckMaterialData(name='murExtAlig_mat',thickness=espExtAlig,material=concrProp) murExtAlig_mat.setupElasticSection(preprocessor=prep) #creates the section-material voladzCent_mat=tm.DeckMaterialData(name='voladzCent_mat',thickness= espVoladzMax,material=concrProp) voladzCent_mat.setupElasticSection(preprocessor=prep) #creates the section-material voladzExtr_mat=tm.DeckMaterialData(name='voladzExtr_mat',thickness= espVoladzMin,material=concrProp) voladzExtr_mat.setupElasticSection(preprocessor=prep) #creates the section-material #Geometric sections #rectangular sections from materials.sections import section_properties as sectpr geomSectRiostrEstr=sectpr.RectangularSection(name='geomSectRiostrEstr',b=LriosrEstr,h=cantoRiostrEstr) # Elastic material-section appropiate for 3D beam analysis, including shear # deformations. # Attributes: # name: name identifying the section # section: instance of a class that defines the geometric and # mechanical characteristiscs # of a section (e.g: RectangularSection, CircularSection, # ISection, ...) # material: instance of a class that defines the elastic modulus, # shear modulus and mass density of the material riostrEstr_mat= tm.BeamMaterialData(name= 'riostrEstr_mat', section=geomSectRiostrEstr, material=concrProp) riostrEstr_mat.setupElasticShear3DSection(preprocessor=prep) # ***FE model - MESH***
beamLines.append(l)
#Points and lines tendon
tendonSet = sets.defSet('tendonSet')
tendonPoints = tendonSet.getPoints
tendonLines = tendonSet.getLines
for i in range(1, 3):
p = points.newPntFromPos3d(geom.Pos3d(0, i * span / 3, -deltaTendon))
tendonPoints.append(p)
tendonLines.append(lines.newLine(beamPoints[0].tag, tendonPoints[0].tag))
tendonLines.append(lines.newLine(tendonPoints[0].tag, tendonPoints[1].tag))
tendonLines.append(lines.newLine(tendonPoints[1].tag, beamPoints[3].tag))
#BEAM
#Geometric section
from materials.sections import section_properties as sectpr
geomSectBeam = sectpr.RectangularSection(name='geomSectBeam', b=wBeam, h=hBeam)
# Material definition
concrete = tm.MaterialData(name='concrete', E=Ec, nu=nuc, rho=densc)
beamMat = tm.BeamMaterialData(name='beamMat',
section=geomSectBeam,
material=concrete)
beamMat.setupElasticShear3DSection(prep)
#Meshing
for l in beamSet.getLines:
l.nDiv = nDivLines
beam_mesh = fem.LinSetToMesh(linSet=beamSet,
matSect=beamMat,
elemSize=None,
vDirLAxZ=xc.Vector([1, 0, 0]),
concrDiagram = concrete.defDiagK(preprocessor)
#We add some properties to concrete in order to define the beam material data
concrete.E = concrete.Ecm()
concrete.nu = 0.2 #Poisson's coefficient of concrete
concrete.rho = 2500 #specific mass of concrete (kg/m3)
concrete.G = concrete.Gcm()
#Reinforcing steel.
rfSteel = EC2_materials.S450C #reinforcing steel according to EC2 fyk=450 MPa
steelDiagram = rfSteel.defDiagK(
preprocessor) #Definition of steel stress-strain diagram in XC.
# Section geometry (rectangular)
from materials.sections import section_properties as sectpr
geomSectBeam = sectpr.RectangularSection(name='geomSectBeamX',
b=width,
h=depth)
# Elastic material-section appropiate for 3D beam analysis, including shear
beam_mat = typical_materials.defElasticShearSection3d(
preprocessor=preprocessor,
name='beam_mat',
A=geomSectBeam.A(),
E=concrete.Ecm(),
G=concrete.Gcm(),
Iz=geomSectBeam.Iz(),
Iy=geomSectBeam.Iy(),
J=geomSectBeam.J(),
alpha=geomSectBeam.alphaY())
lin = modelSpace.newLinearCrdTransf("lin", xc.Vector([0, 0, 1]))
#Hide logging messages from modules.
rootLogger = logging.getLogger()
lhStdout = rootLogger.handlers[0] # stdout is the only handler initially
fileHandler = logging.FileHandler("{0}/{1}.log".format('/tmp/', 'test'))
rootLogger.addHandler(fileHandler)
rootLogger.removeHandler(lhStdout)
# Geometry
L = 1.0 # Bar length (m)
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
# Materials
sectionGeometry = section_properties.RectangularSection("test", b=.3, h=.4)
concr = EHE_materials.HA25
concr.alfacc = 0.85 #f_maxd= 0.85*fcd concrete long term compressive strength factor (normally alfacc=1)
section = concr.defElasticShearSection3d(preprocessor, sectionGeometry)
# Problem type
modelSpace = predefined_spaces.StructuralMechanics3D(nodes)
#Mesh.
n1 = nodes.newNodeXYZ(0, 0.0, 0.0)
n2 = nodes.newNodeXYZ(L / 2.0, 0.0, 0.0)
n3 = nodes.newNodeXYZ(L, 0.0, 0.0)
lin = modelSpace.newLinearCrdTransf("lin", xc.Vector([0, 1, 0]))
elements = preprocessor.getElementHandler
phi = mat.getResistanceFactor('Fb')
L = 18 * 0.3048
b = 6.75 * 0.0254
h = 13.5 * 0.0254
CV = mat.getVolumeFactor(L, b, h)
ratio = (CD - 1.0)**2
ratio += (Ct - 1.0)**2
ratio += (CM - 1.0)**2
ratio += (KF - 2.54)**2
ratio += (phi - 0.85)**2
ratio += (CV - 0.98)**2
# Bending
Fb = 2400.0 * 6.89476e3 # Tabulated bending stress N/m2
Fv = 265 * 6.89476e3 # Tabulated shear stress
section = sp.RectangularSection('s', b, h)
Ss = section.getElasticSectionModulusZ()
SRef = 205 * (0.0254)**3
ratio += abs(Ss - SRef) / SRef
Fb_adj = Fb * CD * CM * Ct * CV
Fb_adjRef = 2343 * 6.89476e3
ratio += (Fb_adj - Fb_adjRef) / Fb_adjRef
Mu = Fb_adj * Ss
MuRef = 40032 * 1.355818 # N.m
ratio += abs(Mu - MuRef) / MuRef
# Shear
As = section.A()
Fv_adjRef = 265 * 6.89476e3
Fv_adj = Fv * CD * CM * Ct
