def MinReinfAreaUnderTension(concrete,crackCRequirement,spacing,t):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under tension.
:param concrete: concrete material.
:param crackCRequirement: crack control requirement.
:param spacing: rebar spacing.
:param t: smallest dimension of the tensioned member.
'''
fctm= concrete.fctm()
kt= SIA262_materials.reductionFactorKT(t) # 4.4.1.3 SIA 262:2014
sgAdm= SIA262_materials.stressLimits(crackCRequirement,spacing)
return kt*fctm*t/sgAdm
def MinReinfAreaUnderTension(concrete,exigence,spacing,t):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under tension.
:param concrete: concrete material.
:param exigence: crack control exigence.
:param spacing: rebar spacing.
:param t: smallest dimension of the tensioned member.
'''
fctm= concrete.fctm()
kt= SIA262_materials.reductionFactorKT(t) # 4.4.1.3 SIA 262:2014
sgAdm= SIA262_materials.limitationContraintes(exigence,spacing)
return kt*fctm*t/sgAdm
def MinReinfAreaUnderFlexion(concrete,concreteCover,crackCRequirement,spacing,t):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under flexion.
:param concrete: concrete material.
:param concreteCover: concrete cover of the tensioned bars.
:param crackCRequirement: crack control requirement.
:param spacing: rebar spacing.
:param t: smallest dimension of the tensioned member.
'''
fctd= concrete.fctm()*SIA262_materials.reductionFactorKT(t/3)
z= 0.9*(t-concreteCover)
w= 1/6.0*t**2
sgAdm= SIA262_materials.stressLimits(crackCRequirement,spacing)
return fctd*w/sgAdm/z
def MinReinfAreaUnderFlexion(concrete,concreteCover,exigence,spacing,t):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under flexion.
:param concrete: concrete material.
:param concreteCover: concrete cover of the tensioned bars.
:param exigence: crack control exigence.
:param spacing: rebar spacing.
:param t: smallest dimension of the tensioned member.
'''
fctd= concrete.fctm()*SIA262_materials.reductionFactorKT(t/3)
z= 0.9*(t-concreteCover)
w= 1/6.0*t**2
sgAdm= SIA262_materials.limitationContraintes(exigence,spacing)
return fctd*w/sgAdm/z
def AsMinTensionStressLimit(concrete,sgAdm,t):
'''Return minimun amount of bonded reinforcement to limit
the stress in reinforcement under tension.
:param concrete: concrete material.
:param sgAdm: stress limit.
:param t: smallest dimension of the tensioned member.
'''
fctm= concrete.fctm()
kt= SIA262_materials.reductionFactorKT(t)
return kt*fctm*t/sgAdm
def AsMinContrainteLimiteeTraction(concrete,sgAdm,t):
'''Return minimun amount of bonded reinforcement to limit
the stress in reinforcement under tension.
:param concrete: concrete material.
:param sgAdm: stress limit.
:param t: smallest dimension of the tensioned member.
'''
fctm= concrete.fctm()
kt= SIA262_materials.reductionFactorKT(t)
return kt*fctm*t/sgAdm
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
__author__= "Luis C. Pérez Tato (LCPT)"
__copyright__= "Copyright 2014, LCPT"
__license__= "GPL"
__version__= "3.0"
__email__= "*****@*****.**"
fctm= SIA262_materials.c25_30.fctm()/1e6
ratio1= abs(fctm-2.56496392002)/2.56496392002
concreteCover= 30e-3
rebarSpacing= 150e-3
t= 0.30
sgAdmA= SIA262_materials.limitationContraintes("A",rebarSpacing)
ratio2= abs(sgAdmA-435e6)/435e6
sgAdmB= SIA262_materials.limitationContraintes("B",rebarSpacing)
ratio3= abs(sgAdmB-400e6)/400e6
sgAdmC= SIA262_materials.limitationContraintes("C",rebarSpacing)
ratio4= abs(sgAdmC-230e6)/230e6
kt= SIA262_materials.reductionFactorKT(t)
AsTractionA= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"A",rebarSpacing,t)
ratio5= abs(AsTractionA-1538.20924739e-6)/1538.20924739e-6
AsTractionB= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"B",rebarSpacing,t)
ratio6= abs(AsTractionB-1672.80255653e-6)/1672.80255653e-6
AsTractionC= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"C",rebarSpacing,t)
ratio7= abs(AsTractionC-2909.22183745e-6)/2909.22183745e-6
AsFlexionA= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(SIA262_materials.c25_30,concreteCover,"A",rebarSpacing,t)
ratio8= abs(AsFlexionA-346.647194688e-6)/346.647194688e-6
AsFlexionB= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(SIA262_materials.c25_30,concreteCover,"B",rebarSpacing,t)
def AsMinFlexion(concrete, concreteCover, exigence, ecartement, t):
fctd = concrete.fctm() * SIA262_materials.reductionFactorKT(t / 3)
z = 0.9 * (t - concreteCover)
w = 1 / 6.0 * t**2
sgAdm = SIA262_materials.limitationContraintes(exigence, ecartement)
return fctd * w / sgAdm / z
def AsMinTraction(concrete, exigence, ecartement, t):
fctm = concrete.fctm()
kt = SIA262_materials.reductionFactorKT(t)
sgAdm = SIA262_materials.limitationContraintes(exigence, ecartement)
return kt * fctm * t / sgAdm
def AsMinContrainteLimiteeTraction(concrete, sgAdm, t):
fctm = concrete.fctm()
kt = SIA262_materials.reductionFactorKT(t)
return kt * fctm * t / sgAdm
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
__author__= "Luis C. Pérez Tato (LCPT)"
__copyright__= "Copyright 2014, LCPT"
__license__= "GPL"
__version__= "3.0"
__email__= "*****@*****.**"
fctm= SIA262_materials.c25_30.fctm()/1e6
ratio1= abs(fctm-2.56496392002)/2.56496392002
concreteCover= 30e-3
ecartement= 150e-3
t= 0.30
sgAdmA= SIA262_materials.limitationContraintes("A",ecartement)
ratio2= abs(sgAdmA-435e6)/435e6
sgAdmB= SIA262_materials.limitationContraintes("B",ecartement)
ratio3= abs(sgAdmB-400e6)/400e6
sgAdmC= SIA262_materials.limitationContraintes("C",ecartement)
ratio4= abs(sgAdmC-230e6)/230e6
kt= SIA262_materials.reductionFactorKT(t)
AsTractionA= SIA262_limit_state_checking.AsMinTraction(SIA262_materials.c25_30,"A",ecartement,t)
ratio5= abs(AsTractionA-1538.20924739e-6)/1538.20924739e-6
AsTractionB= SIA262_limit_state_checking.AsMinTraction(SIA262_materials.c25_30,"B",ecartement,t)
ratio6= abs(AsTractionB-1672.80255653e-6)/1672.80255653e-6
AsTractionC= SIA262_limit_state_checking.AsMinTraction(SIA262_materials.c25_30,"C",ecartement,t)
ratio7= abs(AsTractionC-2909.22183745e-6)/2909.22183745e-6
AsFlexionA= SIA262_limit_state_checking.AsMinFlexion(SIA262_materials.c25_30,concreteCover,"A",ecartement,t)
ratio8= abs(AsFlexionA-346.647194688e-6)/346.647194688e-6
AsFlexionB= SIA262_limit_state_checking.AsMinFlexion(SIA262_materials.c25_30,concreteCover,"B",ecartement,t)
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
__author__= "Luis C. Pérez Tato (LCPT)"
__copyright__= "Copyright 2014, LCPT"
__license__= "GPL"
__version__= "3.0"
__email__= "*****@*****.**"
fctm= SIA262_materials.c25_30.fctm()/1e6
ratio1= abs(fctm-2.56496392002)/2.56496392002
concreteCover= 30e-3
rebarSpacing= 150e-3
t= 0.30
sgAdmA= SIA262_materials.limitationContraintes("A",rebarSpacing)
ratio2= abs(sgAdmA-435e6)/435e6
sgAdmB= SIA262_materials.limitationContraintes("B",rebarSpacing)
ratio3= abs(sgAdmB-400e6)/400e6
sgAdmC= SIA262_materials.limitationContraintes("C",rebarSpacing)
ratio4= abs(sgAdmC-230e6)/230e6
kt= SIA262_materials.reductionFactorKT(t)
AsTractionA= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"A",rebarSpacing,t)
ratio5= abs(AsTractionA-1538.20924739e-6)/1538.20924739e-6
AsTractionB= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"B",rebarSpacing,t)
ratio6= abs(AsTractionB-1672.80255653e-6)/1672.80255653e-6
AsTractionC= SIA262_limit_state_checking.MinReinfAreaUnderTension(SIA262_materials.c25_30,"C",rebarSpacing,t)
ratio7= abs(AsTractionC-2909.22183745e-6)/2909.22183745e-6
AsFlexionA= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(SIA262_materials.c25_30,concreteCover,"A",rebarSpacing,t)
ratio8= abs(AsFlexionA-346.647194688e-6)/346.647194688e-6
AsFlexionB= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(SIA262_materials.c25_30,concreteCover,"B",rebarSpacing,t)