Python SIA262_materials Examples

Example #1

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

Example #2

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

Example #3

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

Example #4

File: SIA262_limit_state_checking.py Project: lcpt/xc

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

Example #5

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

Example #6

File: SIA262_limit_state_checking.py Project: lcpt/xc

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

Example #7

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)

Example #8

File: SIA262_limit_state_checking.py Project: aishugang/xc

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

Example #9

File: SIA262_limit_state_checking.py Project: aishugang/xc

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

Example #10

File: SIA262_limit_state_checking.py Project: aishugang/xc

def AsMinContrainteLimiteeTraction(concrete, sgAdm, t):
    fctm = concrete.fctm()
    kt = SIA262_materials.reductionFactorKT(t)
    return kt * fctm * t / sgAdm

Example #11

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)

Example #12

File: minimum_reinforcement.py Project: lcpt/xc

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)