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,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
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
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)