def defDiagD(self, preprocessor):
''' Defines a uniaxial material to represent the design stress-strain diagram
- If tensionStiffparam==None (default value) no tensile strength is considered; the stress strain relationship corresponds to a concrete01 material (zero tensile strength).
- If tensionStiffparam is an instance of the class paramTensStiffenes, tension stiffeness of concrete is considered in the constitutive model to take into account the tensile capacity of the intact concrete between cracks. The stress strain relationship corresponds to a concrete02 material (linear tension softening), based on the tension-stiffening constitutive model proposed by Stramandinoli & La Rovere (ref. article: Engineering Structures 30 (2008) 2069-2080).
'''
if self.tensionStiffparam == None:
self.materialDiagramD = typical_materials.defConcrete01(
preprocessor=preprocessor,
name=self.nmbDiagD,
epsc0=self.epsilon0(),
fpc=self.fmaxD(),
fpcu=self.fmaxD(),
epscu=self.epsilonU())
else:
self.tensionStiffparam.diagType = 'D'
ftdiag = self.tensionStiffparam.pointOnsetCracking()['ft']
ectdiag = self.tensionStiffparam.pointOnsetCracking()['eps_ct']
eydiag = self.tensionStiffparam.eps_y()
Etsdiag = abs(self.tensionStiffparam.regresLine()['slope'])
self.materialDiagramD = typical_materials.defConcrete02(
preprocessor=preprocessor,
name=self.nmbDiagD,
epsc0=self.epsilon0(),
fpc=self.fmaxD(),
fpcu=0.85 * self.fmaxD(),
epscu=self.epsilonU(),
ratioSlope=0.1,
ft=ftdiag,
Ets=Etsdiag)
self.matTagD = self.materialDiagramD.tag
return self.materialDiagramD #30160925 was 'return self.matTagD'
def defDiagK(self, preprocessor):
''' Defines a uniaxial material to represent the characteristic stress-strain diagram
- If tensionStiffparam== None (default value) no tensile strength is considered; the stress strain relationship corresponds to a concrete01 material (zero tensile strength).
- If tensionStiffparam is an instance of the class paramTensStiffness, tension stiffness of concrete is considered in the constitutive model to take into account the tensile capacity of the intact concrete between cracks. The stress strain relationship corresponds to a concrete02 material (linear tension softening), based on the tension-stiffening constitutive model proposed by Stramandinoli & La Rovere (ref. article: Engineering Structures 30 (2008) 2069-2080).
'''
if self.tensionStiffparam == None:
self.materialDiagramK = typical_materials.defConcrete01(
preprocessor=preprocessor,
name=self.nmbDiagK,
epsc0=self.epsilon0(),
fpc=self.fmaxK(),
fpcu=self.fmaxK(),
epscu=self.epsilonU())
else:
self.tensionStiffparam.diagType = 'K'
'''
Approximation of the exponential decay curve in the post-cracking
range by means of its regression line
'''
ftdiag = self.tensionStiffparam.pointOnsetCracking()[
'ft'] #stress at the adopted point for concrete onset cracking
self.ft = ftdiag
ectdiag = self.tensionStiffparam.pointOnsetCracking(
)['eps_ct'] #strain at the adopted point for concrete onset cracking
self.epsct0 = ectdiag
#eydiag=self.tensionStiffparam.eps_y() #reinforcing steel strain at yield point
Etsdiag = abs(self.tensionStiffparam.regresLine()['slope'])
self.Ets = Etsdiag
self.epsctu = ectdiag + ftdiag / Etsdiag
self.materialDiagramK = typical_materials.defConcrete02(
preprocessor=preprocessor,
name=self.nmbDiagK,
epsc0=self.epsilon0(),
fpc=self.fmaxK(),
fpcu=0.85 * self.fmaxK(),
epscu=self.epsilonU(),
ratioSlope=0.1,
ft=ftdiag,
Ets=Etsdiag)
self.materialDiagramK.epsct0 = ectdiag
self.materialDiagramK.epsctu = ectdiag + ftdiag / Etsdiag
'''
Approximation of the exponential decay curve in the post-cracking
range by means of a regression line that passes through the point
(eps_ct,f_ct) where cracking starts.
This approximation produces a less conservative result
'''
# ftdiag=self.tensionStiffparam.f_ct
# Etsdiag=-self.tensionStiffparam.slopeRegresLineFixedPoint()
# self.materialDiagramK= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagK,epsc0=self.epsilon0(),fpc=self.fmaxK(),fpcu=0.85*self.fmaxK(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
self.matTagK = self.materialDiagramK.tag
return self.materialDiagramK #30160925 was 'return self.matTagK'
def defDiagD(self,preprocessor):
''' Defines a uniaxial material to represent the design stress-strain
diagram
- If tensionStiffparam is an instance of the class paramTensStiffness, tension stiffness of concrete is considered in the constitutive model
to take into account tensile capacity of the intact concrete between
cracks. The stress strain relationship corresponds to a concrete02
material (linear tension softening), based on the tension-stiffening
constitutive model proposed by Stramandinoli & La Rovere (ref. article:
Engineering Structures 30 (2008) 2069-2080)
-If initTensStiff ='Y' a concrete02 material model
is initialized with a tension capacity almost equal to 0 (equivalent to
the concrete01 diagram). Defaults to 'N'
-If tensionStiffparam==None and initTensStiff=='N' (default values) no
tensile strength is considered; the stress strain relationship
corresponds to a concrete01 material (zero tensile strength).
'''
if self.tensionStiffparam:
self.tensionStiffparam.diagType='D'
ftdiag=self.tensionStiffparam.pointOnsetCracking()['ft']
self.ft=ftdiag
ectdiag=self.tensionStiffparam.pointOnsetCracking()['eps_ct']
self.epsct0=ectdiag
eydiag=self.tensionStiffparam.eps_y()
Etsdiag=abs(self.tensionStiffparam.regresLine()['slope'])
self.Ets=Etsdiag
self.epsctu=ectdiag+ftdiag/Etsdiag
self.materialDiagramD= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=0.85*self.fmaxD(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
self.materialDiagramD.epsct0=ectdiag
self.materialDiagramD.epsctu=ectdiag+ftdiag/Etsdiag
elif self.initTensStiff[0].lower()=='y':
ftdiag=self.fctk()/10.
ectdiag=ftdiag/self.E0()
Etsdiag=ftdiag/(5*ectdiag)
self.materialDiagramD= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=0.85*self.fmaxD(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
else:
self.materialDiagramD= typical_materials.defConcrete01(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=self.fmaxD(),epscu=self.epsilonU())
self.matTagD= self.materialDiagramD.tag
return self.materialDiagramD #30160925 was 'return self.matTagD'
def defDiagD(self,preprocessor):
''' Defines a uniaxial material to represent the design stress-strain
diagram
- If tensionStiffparam is an instance of the class paramTensStiffness, tension stiffness of concrete is considered in the constitutive model
to take into account tensile capacity of the intact concrete between
cracks. The stress strain relationship corresponds to a concrete02
material (linear tension softening), based on the tension-stiffening
constitutive model proposed by Stramandinoli & La Rovere (ref. article:
Engineering Structures 30 (2008) 2069-2080)
-If initTensStiff ='Y' a concrete02 material model
is initialized with a tension capacity almost equal to 0 (equivalent to
the concrete01 diagram). Defaults to 'N'
-If tensionStiffparam==None and initTensStiff=='N' (default values) no
tensile strength is considered; the stress strain relationship
corresponds to a concrete01 material (zero tensile strength).
'''
if self.tensionStiffparam:
self.tensionStiffparam.diagType='D'
ftdiag=self.tensionStiffparam.pointOnsetCracking()['ft']
self.ft=ftdiag
ectdiag=self.tensionStiffparam.pointOnsetCracking()['eps_ct']
self.epsct0=ectdiag
eydiag=self.tensionStiffparam.eps_y()
Etsdiag=abs(self.tensionStiffparam.regresLine()['slope'])
self.Ets=Etsdiag
self.epsctu=ectdiag+ftdiag/Etsdiag
self.materialDiagramD= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=0.85*self.fmaxD(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
self.materialDiagramD.epsct0=ectdiag
self.materialDiagramD.epsctu=ectdiag+ftdiag/Etsdiag
elif self.initTensStiff[0].lower()=='y':
ftdiag=self.fctk()/10.
ectdiag=ftdiag/self.E0()
Etsdiag=ftdiag/(5*ectdiag)
self.materialDiagramD= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=0.85*self.fmaxD(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
else:
self.materialDiagramD= typical_materials.defConcrete01(preprocessor=preprocessor,name=self.nmbDiagD,epsc0=self.epsilon0(),fpc=self.fmaxD(),fpcu=self.fmaxD(),epscu=self.epsilonU())
self.matTagD= self.materialDiagramD.tag
return self.materialDiagramD #30160925 was 'return self.matTagD'
]
# Model definition
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
nodes = preprocessor.getNodeHandler
# Problem type
modelSpace = predefined_spaces.SolidMechanics2D(nodes)
nodes.defaultTag = 1 #First node number.
nod = nodes.newNodeXY(0, 0)
nod = nodes.newNodeXY(l, 0.0)
# Materials definition
horm = typical_materials.defConcrete01(preprocessor, "horm", epsc0, fc, fcu,
epsU)
'''
print "fpc= ",fpc
print "epsc0= ",epsc0
print "fpcu= ",fpcu
print "epscu= ",epscu
print "CminStrain= ",CminStrain
print "CendStrain= ",CendStrain
print "Cstrain= ",Cstrain
print "CStress= ",Cstress
print "Ctangent= ",Ctangent
print "CunloadSlope= ",CunloadSlope
print "TminStrain= ",TminStrain
print "TendStrain= ",TendStrain
print "Tstrain= ",Tstrain
print "TStress= ",Tstress
# Model definition feProblem= xc.FEProblem() preprocessor= feProblem.getPreprocessor nodes= preprocessor.getNodeHandler # Problem type modelSpace= predefined_spaces.SolidMechanics2D(nodes) nodes.defaultTag= 1 #First node number. nod= nodes.newNodeXY(0,0) nod= nodes.newNodeXY(l,0.0) # Materials definition horm= typical_materials.defConcrete01(preprocessor, "horm",epsc0,fc,fcu,epsU) ''' print "fpc= ",fpc print "epsc0= ",epsc0 print "fpcu= ",fpcu print "epscu= ",epscu print "CminStrain= ",CminStrain print "CendStrain= ",CendStrain print "Cstrain= ",Cstrain print "CStress= ",Cstress print "Ctangent= ",Ctangent print "CunloadSlope= ",CunloadSlope print "TminStrain= ",TminStrain print "TendStrain= ",TendStrain print "Tstrain= ",Tstrain
def defDiagK(self,preprocessor):
''' Defines a uniaxial material to represent the characteristic stress-strain diagram
- If tensionStiffparam is an instance of the class paramTensStiffness, tension stiffness of concrete is considered in the constitutive model
to take into account tensile capacity of the intact concrete between
cracks. The stress strain relationship corresponds to a concrete02
material (linear tension softening), based on the tension-stiffening
constitutive model proposed by Stramandinoli & La Rovere (ref. article:
Engineering Structures 30 (2008) 2069-2080)
-If initTensStiff ='Y' a concrete02 material model
is initialized with a tension capacity almost equal to 0 (equivalent to
the concrete01 diagram). Defaults to 'N'
-If tensionStiffparam==None and initTensStiff=='N' (default values) no
tensile strength is considered; the stress strain relationship
corresponds to a concrete01 material (zero tensile strength).
'''
if self.tensionStiffparam:
self.tensionStiffparam.diagType='K'
'''
Approximation of the exponential decay curve in the post-cracking
range by means of its regression line
'''
ftdiag=self.tensionStiffparam.pointOnsetCracking()['ft'] #stress at the adopted point for concrete onset cracking
self.ft=ftdiag
ectdiag=self.tensionStiffparam.pointOnsetCracking()['eps_ct'] #strain at the adopted point for concrete onset cracking
self.epsct0=ectdiag
#eydiag=self.tensionStiffparam.eps_y() #reinforcing steel strain at yield point
Etsdiag=abs(self.tensionStiffparam.regresLine()['slope'])
self.Ets=Etsdiag
self.epsctu=ectdiag+ftdiag/Etsdiag
self.materialDiagramK= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagK,epsc0=self.epsilon0(),fpc=self.fmaxK(),fpcu=0.85*self.fmaxK(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
self.materialDiagramK.epsct0=ectdiag
self.materialDiagramK.epsctu=ectdiag+ftdiag/Etsdiag
'''
Approximation of the exponential decay curve in the post-cracking
range by means of a regression line that passes through the point
(eps_ct,f_ct) where cracking starts.
This approximation produces a less conservative result
'''
# ftdiag=self.tensionStiffparam.f_ct
# Etsdiag=-self.tensionStiffparam.slopeRegresLineFixedPoint()
# self.materialDiagramK= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagK,epsc0=self.epsilon0(),fpc=self.fmaxK(),fpcu=0.85*self.fmaxK(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
elif self.initTensStiff[0].lower()=='y':
ftdiag=self.fctk()/10.
# self.ft=ftdiag
ectdiag=ftdiag/self.E0()
# self.epsct0=ectdiag
#eydiag=self.tensionStiffparam.eps_y() #reinforcing steel strain at yield point
Etsdiag=ftdiag/(5*ectdiag)
# self.Ets=Etsdiag
# self.epsctu=ectdiag+ftdiag/Etsdiag
self.materialDiagramK= typical_materials.defConcrete02(preprocessor=preprocessor,name=self.nmbDiagK,epsc0=self.epsilon0(),fpc=self.fmaxK(),fpcu=0.85*self.fmaxK(),epscu=self.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
# self.materialDiagramK.epsct0=ectdiag
# self.materialDiagramK.epsctu=ectdiag+ftdiag/Etsdiag
else:
self.materialDiagramK= typical_materials.defConcrete01(preprocessor=preprocessor,name=self.nmbDiagK,epsc0=self.epsilon0(),fpc=self.fmaxK(),fpcu=self.fmaxK(),epscu=self.epsilonU())
self.matTagK= self.materialDiagramK.tag
return self.materialDiagramK #30160925 was 'return self.matTagK'
