def check(self,elements,nmbComb):
''' For each element in the set 'elememts' passed as first parameter and
the resulting internal forces for the load combination 'nmbComb'
passed as second parameter, this method calculates all the variables
involved in the crack-SLS checking and obtains the crack width.
In the case that the calculated crack width is greater than the
biggest obtained for the element in previous load combinations, this value
is saved in the element results record.
Elements processed are those belonging to the phantom model, that is to
say, of type xc.ZeroLengthSection. As we have defined the variable
fakeSection as False, a reinfoced concrete fiber section is generated
for each of these elements.
'''
if(self.verbose):
lmsg.log("Postprocessing combination: "+nmbComb)
for e in elements:
Aceff=0 #init. value
R=e.getResistingForce()
sct=e.getSection()
sctCrkProp=lscb.fibSectLSProperties(sct)
sctCrkProp.setupStrghCrackDist()
hceff=self.EC2_hceff(sctCrkProp.h,sctCrkProp.d,sctCrkProp.x)
Acgross=sct.getGrossEffectiveConcreteArea(hceff)
Aceff=sct.getNetEffectiveConcreteArea(hceff,"tensSetFb",15.0)
concrete=EC2_materials.concrOfName[sctCrkProp.concrName]
rfSteel=EC2_materials.steelOfName[sctCrkProp.rsteelName]
k2=self.EC2_k2(sctCrkProp.eps1,sctCrkProp.eps2)
# print 'elem= ',e.tag, ' Aceff= ',Aceff
if Aceff<=0:
s_rmax=0
else:
ro_s_eff=sctCrkProp.As/Aceff #effective ratio of reinforcement
s_rmax=self.k3*sctCrkProp.cover+self.k1*k2*self.k4*sctCrkProp.fiEqu/ro_s_eff
#Parameters for tension stiffening of concrete
paramTS= concrete_base.paramTensStiffness(concrMat=concrete,reinfMat=rfSteel,reinfRatio=ro_s_eff,diagType='K')
concrete.tensionStiffparam=paramTS #parameters for tension
#stiffening are assigned to concrete
ftdiag=concrete.tensionStiffparam.pointOnsetCracking()['ft'] #stress at the adopted point for concrete onset cracking
Etsdiag=abs(concrete.tensionStiffparam.regresLine()['slope'])
fiber_sets.redefTensStiffConcr(setOfTenStffConcrFibSect=sctCrkProp.setsRC.concrFibers,ft=ftdiag,Ets=Etsdiag)
e.setProp('ResF',R) #vector resisting force
e.setProp('s_rmax',s_rmax) #maximum crack distance
self.preprocessor.getDomain.revertToStart()
predefined_solutions.resuelveComb(self.preprocessor,nmbComb,self.analysis,1)
for e in elements:
sct=e.getSection()
rfset=sct.getFiberSets()["reinfSetFb"]
eps_sm=rfset.getStrainMax()
srmax=e.getProp("s_rmax")
# eps_cm=concrete.fctm()/2.0/concrete.E0()
# wk=srmax*(eps_sm-eps_cm)
wk=srmax*eps_sm
# print ' eps_sm= ',eps_sm, ' srmax= ', srmax, ' wk= ',wk
# print 'e.getProp(self.limitStateLabel).wk', e.getProp(self.limitStateLabel).wk
if (wk>e.getProp(self.limitStateLabel).wk):
R=e.getProp('ResF')
e.setProp(self.limitStateLabel,cv.RCCrackStraightControlVars(idSection=e.getProp("idSection"),combName=nmbComb,N=-R[0],My=-R[4],Mz=-R[5],s_rmax=srmax,eps_sm=eps_sm,wk=wk))
def check(self,elements,nmbComb):
''' For each element in the set 'elememts' passed as first parameter and
the resulting internal forces for the load combination 'nmbComb'
passed as second parameter, this method calculates all the variables
involved in the crack-SLS checking and obtains the crack width.
In the case that the calculated crack width is greater than the
biggest obtained for the element in previous load combinations, this value
is saved in the element results record.
Elements processed are those belonging to the phantom model, that is to
say, of type xc.ZeroLengthSection. As we have defined the variable
fakeSection as False, a reinfoced concrete fiber section is generated
for each of these elements.
'''
lmsg.log("Postprocessing combination: "+nmbComb)
for e in elements:
Aceff=0 #init. value
R=e.getResistingForce()
sct=e.getSection()
sctCrkProp=lscb.fibSectLSProperties(sct)
sctCrkProp.setupStrghCrackDist()
hceff=self.EC2_hceff(sctCrkProp.h,sctCrkProp.d,sctCrkProp.x)
Acgross=sct.getGrossEffectiveConcreteArea(hceff)
Aceff=sct.getNetEffectiveConcreteArea(hceff,"tensSetFb",15.0)
concrete=EC2_materials.concrOfName[sctCrkProp.concrName]
rfSteel=EC2_materials.steelOfName[sctCrkProp.rsteelName]
k2=self.EC2_k2(sctCrkProp.eps1,sctCrkProp.eps2)
# print 'elem= ',e.tag, ' Aceff= ',Aceff
if Aceff<=0:
s_rmax=0
else:
ro_s_eff=sctCrkProp.As/Aceff #effective ratio of reinforcement
s_rmax=self.k3*sctCrkProp.cover+self.k1*k2*self.k4*sctCrkProp.fiEqu/ro_s_eff
#Parameters for tension stiffening of concrete
paramTS= concrete_base.paramTensStiffness(concrMat=concrete,reinfMat=rfSteel,reinfRatio=ro_s_eff,diagType='K')
concrete.tensionStiffparam=paramTS #parameters for tension
#stiffening are assigned to concrete
ftdiag=concrete.tensionStiffparam.pointOnsetCracking()['ft'] #stress at the adopted point for concrete onset cracking
Etsdiag=abs(concrete.tensionStiffparam.regresLine()['slope'])
fiber_sets.redefTensStiffConcr(setOfTenStffConcrFibSect=sctCrkProp.setsRC.concrFibers,ft=ftdiag,Ets=Etsdiag)
e.setProp('ResF',R) #vector resisting force
e.setProp('s_rmax',s_rmax) #maximum crack distance
self.preprocessor.getDomain.revertToStart()
predefined_solutions.resuelveComb(self.preprocessor,nmbComb,self.analysis,1)
for e in elements:
sct=e.getSection()
rfset=sct.getFiberSets()["reinfSetFb"]
eps_sm=rfset.getStrainMax()
srmax=e.getProp("s_rmax")
# eps_cm=concrete.fctm()/2.0/concrete.E0()
# wk=srmax*(eps_sm-eps_cm)
wk=srmax*eps_sm
# print ' eps_sm= ',eps_sm, ' srmax= ', srmax, ' wk= ',wk
# print 'e.getProp(self.limitStateLabel).wk', e.getProp(self.limitStateLabel).wk
if (wk>e.getProp(self.limitStateLabel).wk):
R=e.getProp('ResF')
e.setProp(self.limitStateLabel,cv.RCCrackStraightControlVars(idSection=e.getProp("idSection"),combName=nmbComb,N=-R[0],My=-R[4],Mz=-R[5],s_rmax=srmax,eps_sm=eps_sm,wk=wk))
0) # node 1 defined by its (x,y,z) global coordinates
nod = nodes.newNodeXYZ(1.0 + l, 0,
0) # node 2 defined by its (x,y,z) global coordinates
# Materials definition
concrete = EC2_materials.EC2Concrete(
"C33", -33e6, 1.5) # concrete according to EC2 fck=33 MPa
# 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.
# Parameters for tension stiffening of concrete
paramTS = concrete_base.paramTensStiffness(concrMat=concrete,
reinfMat=rfSteel,
reinfRatio=ro_s_eff,
diagType='K')
concrete.tensionStiffparam = paramTS # parameters for tension stiffening are assigned to concrete
concrDiagram = concrete.defDiagK(
preprocessor) # Definition of concrete stress-strain diagram in XC.
# report concrete material
# from postprocess.reports import report_material
# report_material.report_concrete02(concrDiag=concrDiagram,paramTensStiffening=paramTS,grTitle='Ex. 7.5 EC2W. Concrete $\sigma-\epsilon$ curve',grFileName='figures/material/ex7_5EC2W',texFileName='figures/material/ex7_5EC2W.tex')
# Section geometry (rectangular 0.3x0.5, 20x20 cells)
geomSectFibers = preprocessor.getMaterialHandler.newSectionGeometry(
"geomSectFibers")
y1 = width / 2.0
nodes.defaultTag= 1 #First node number. nod= nodes.newNodeXY(1.0,0) nod= nodes.newNodeXY(1.0+l,0) # Materials definition concrAux= EHE_materials.HA25 #parameters only for the compression branche #Reinforcing steel. rfSteel=concrete_base.ReinforcingSteel(steelName='rfSteel', fyk=fy_exp, emax=0.08, gammaS=1.15,k=1.05) rfSteel.Es=Es_exp steelDiagram= rfSteel.defDiagK(preprocessor) #Definition of steel stress-strain diagram in XC. #Parameters for tension stiffening of concrete paramTS=concrete_base.paramTensStiffness(concrMat=concrAux,reinfMat=rfSteel,reinfRatio=ro_exp,diagType='K') paramTS.E_c=Ec_exp #concrete elastic modulus paramTS.f_ct=fct_exp #concrete tensile strength paramTS.E_ct=Ec_exp #concrete elastic modulus in the tensile linear-elastic range paramTS.E_s=Es_exp paramTS.eps_y=fy_exp/Es_exp # print 'alfa=', paramTS.alfa() ftdiag=paramTS.pointOnsetCracking()['ft'] ectdiag=paramTS.pointOnsetCracking()['eps_ct'] eydiag=paramTS.eps_y Etsdiag=ftdiag/(eydiag-ectdiag) #Material for making concrete fibers: concrete02 with tension stiffening concr= typical_materials.defConcrete02(preprocessor=preprocessor,name='concr',epsc0=concrAux.epsilon0(),fpc=concrAux.fmaxK(),fpcu=0.85*concrAux.fmaxK(),epscu=concrAux.epsilonU(),ratioSlope=0.1,ft=ftdiag,Ets=Etsdiag)
