def getMinReinfAreaUnderFlexion(self,concrete,thickness):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under flexion.
:param concrete: concrete material.
:param thickness: thickness of the bended member.
'''
retval= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(concrete,self.getEffectiveCover(),self.f1.crackControlRequirement,self.getSpacing(),thickness)
return retval
def getMinReinfAreaUnderTension(self,concrete,thickness):
'''Return the minimun amount of bonded reinforcement to control cracking
for reinforced concrete sections under tension.
:param concrete: concrete material.
:param thickness: thickness of the tensioned member.
'''
retval= SIA262_limit_state_checking.MinReinfAreaUnderTension(concrete,self.crackControlRequirement,self.spacing,thickness)
return retval
def getVR(self,concrete,Nd,Md,b,thickness):
'''Return the shear resistance of the (b x thickness) rectangular section.
:param concrete: concrete material.
:param Nd: design axial force.
:param Md: design bending moment.
:param b: width of the rectangular section.
:param thickness: height of the rectangular section.
'''
return SIA262_limit_state_checking.VuNoShearRebars(concrete,self.steel,Nd,Md,self.getAs(),b,self.d(thickness))
# -*- coding: utf-8 -*-
import os
#Project directory structure
execfile("../env_config.py")
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking
lsd.LimitStateData.envConfig = cfg
#Reinforced concrete sections on each element.
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
#Checking material for limit state.
limitStress = 350e6 #XXX
limitStateLabel = lsd.freqLoadsCrackControl.label
lsd.freqLoadsCrackControl.controller = SIA262_limit_state_checking.CrackControlSIA262PlanB(
limitStateLabel, limitStress)
lsd.freqLoadsCrackControl.check(reinfConcreteSections)
# -*- coding: utf-8 -*-
import os
#Project directory structure
execfile("./project_directories.py")
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking
lsd.LimitStateData.internal_forces_results_directory= './'+internal_forces_results_directory
lsd.LimitStateData.check_results_directory= './'+check_results_directory
#Reinforced concrete sections on each element.
reinfConcreteSections= RC_material_distribution.loadRCMaterialDistribution()
#Checking material for limit state.
limitStateLabel= lsd.shearResistance.label
lsd.shearResistance.controller= SIA262_limit_state_checking.ShearController(limitStateLabel)
meanFCs= lsd.shearResistance.check(reinfConcreteSections)
VdMax = max(Vd, Va)
print 'Vd= ', Vd / 1e3, ' kN/m MVRd= ', MVRd / 1e3, ' kN m/m Va= ', Va / 1e3, 'kN/m VdMax= ', VdMax / 1e3, ' kN/m'
#Reinforcement
from materials.sia262 import SIA262_materials
concrete = SIA262_materials.c50_60
reinfSteel = SIA262_materials.B500A
d = 0.25 - 0.035 - 20e-3 / 2.0
As = ng_simple_bending_reinforcement.AsSimpleBending(-MdMax, -concrete.fcd(),
reinfSteel.fyd(), 1.0, d)
print 'As= ', As * 1e6, ' mm2'
VRd = SIA262_limit_state_checking.VuNoShearRebars(concrete, reinfSteel, 0.0,
-MVRd, As, 2.5 / 2.0, d)
print 'VRd= ', VRd / 1e3, ' kN VdMax= ', VdMax / 1e3, ' kN'
#Reinforcement 2
Md2 = beam.getBendingMomentUnderUniformLoad(
qd, 0.0) + beam.getBendingMomentUnderConcentratedLoad(Qd, 1.0 - 0.2, 1.2)
Ma2 = beam.getBendingMomentUnderUniformLoad(
qa, 0.0) + beam.getBendingMomentUnderConcentratedLoad(Qa, 2.45 - 0.2, 1.2)
MdMax2 = min(Md2, Ma2)
print 'Md2= ', Md2 / 1e3, ' kN m/m Ma2= ', Ma2 / 1e3, 'kN m/m MdMax2= ', MdMax2 / 1e3, ' kN m/m'
As2 = ng_simple_bending_reinforcement.AsSimpleBending(-MdMax2, -concrete.fcd(),
reinfSteel.fyd(), 1.0, d)
print 'As2= ', As2 * 1e6, ' mm2'
MdVdMax = Md
aVdMax = a
xVdMax = x
print 'aMdMax= ', aMdMax, ' xMdMax= ', xMdMax, ' MdMax= ', MdMax / 1e3, ' kN m/m VdMdMax= ', VMdMax / 1e3, ' kN m/m'
print 'aVdMax= ', aVdMax, ' xVdMax= ', xVdMax, ' VdMax= ', VdMax / 1e3, ' kN/m MVdMax= ', MVdMax / 1e3, ' kN m/m'
# fig = pyplot.figure()
# ax = Axes3D(fig)
# ax.scatter(sequence_containing_x_vals, sequence_containing_y_vals, sequence_containing_z_vals)
# pyplot.show()
#Reinforcement
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
concrete = SIA262_materials.c50_60
reinfSteel = SIA262_materials.B500A
b = 1.0
d = 0.8 * 0.25
As = ng_simple_bending_reinforcement.AsSimpleBending(MdMax, -concrete.fcd(),
reinfSteel.fyd(), b, d)
print 'Bending As= ', As * 1e6, ' mm2'
VRd = SIA262_limit_state_checking.VuNoShearRebars(concrete, reinfSteel, 0.0,
MVdMax, As, b, d)
print 'Situation Accidentelle VRd= ', VRd / 1e3, ' kN VdMax= ', VdMax / 1.35e3, ' kN'
from geotechnics import frictional_cohesional_soil as fcs from actions import load_cases from actions import combinations from actions.earth_pressure import earth_pressure #Géométrie b= 1.0 stemTopWidth= 0.25 cover= 55e-3 #Materials concrete= SIA262_materials.c30_37 steel= SIA262_materials.B500B #Typical reinforcement. A08_15= SIA262_limit_state_checking.SIARebarFamily(steel,8e-3,0.15,cover) A10_15= SIA262_limit_state_checking.SIARebarFamily(steel,10e-3,0.15,cover) A12_15= SIA262_limit_state_checking.SIARebarFamily(steel,12e-3,0.15,cover) A14_15= SIA262_limit_state_checking.SIARebarFamily(steel,14e-3,0.15,cover) A16_15= SIA262_limit_state_checking.SIARebarFamily(steel,16e-3,0.15,cover) A18_15= SIA262_limit_state_checking.SIARebarFamily(steel,18e-3,0.15,cover) A20_15= SIA262_limit_state_checking.SIARebarFamily(steel,20e-3,0.15,cover) A22_15= SIA262_limit_state_checking.SIARebarFamily(steel,22e-3,0.15,cover) A26_15= SIA262_limit_state_checking.SIARebarFamily(steel,26e-3,0.15,cover) A08_30= SIA262_limit_state_checking.SIARebarFamily(steel,8e-3,0.30,cover) A10_30= SIA262_limit_state_checking.SIARebarFamily(steel,10e-3,0.30,cover) A12_30= SIA262_limit_state_checking.SIARebarFamily(steel,12e-3,0.30,cover) A14_30= SIA262_limit_state_checking.SIARebarFamily(steel,14e-3,0.30,cover) A16_30= SIA262_limit_state_checking.SIARebarFamily(steel,16e-3,0.30,cover) A18_30= SIA262_limit_state_checking.SIARebarFamily(steel,18e-3,0.30,cover)
def getAsMinFlexion(self, concrete, epaisseur):
retval = SIA262_limit_state_checking.AsMinFlexion(
concrete, self.getEffectiveCover(), self.exigenceFissuration,
self.ecartement, epaisseur)
return retval
def getBasicAnchorageLength(self,concrete): ''' Return the basic anchorage length of the bars.''' return max(SIA262_limit_state_checking.getBasicAnchorageLength(self.getDiam(),concrete.fck,self.steel.fyd()),self.minDiams*self.diam)
__author__ = "Luis C. Pérez Tato (LCPT)"
__copyright__ = "Copyright 2016, LCPT"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
'''
Wall stability
'''
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
from materials.sections import rebar_family
from rough_calculations import ng_rc_section as rc
beton = SIA262_materials.c30_37
acier = SIA262_materials.B500B
A10_15 = SIA262_limit_state_checking.SIARebarFamily(acier, 10e-3, 0.15, 0.05)
section = rc.RCSection(A10_15, beton, 1.0, 0.3)
MR = section.getMR()
VR = section.getVR(Nd=-6.17e3, Md=15.56e3)
ratio1 = (MR - 50.2222855584e3) / 50.2222855584e3
ratio2 = (VR - 230.473590755e3) / 230.473590755e3
'''
print('MR= ', MR/1e3)
print('ratio1= ', ratio1)
print('VR= ', VR/1e3)
print('ratio2= ', ratio2)
'''
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
# -*- coding: utf-8 -*-
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking as lscheck
#Results directories
execfile("../model_gen.py") #FE model generation
#Reinforced concrete sections on each element.
#reinfConcreteSections=RC_material_distribution.RCMaterialDistribution()
#reinfConcreteSections.mapSectionsFileName='./mapSectionsReinforcement.pkl'
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
setCalc = overallSet #set of elements for which to perform the checking
limitStateLabel = lsd.normalStressesResistance.label
lsd.normalStressesResistance.controller = lscheck.BiaxialBendingNormalStressController(
limitStateLabel)
meanFCs = lsd.normalStressesResistance.check(reinfConcreteSections,
setCalc=setCalc)
def getAsMinTraction(self, concrete, epaisseur):
retval = SIA262_limit_state_checking.AsMinTraction(
concrete, self.exigenceFissuration, self.ecartement, epaisseur)
return retval
__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)
ratio9= abs(AsFlexionB-376.978824223e-6)/376.978824223e-6
AsFlexionC= SIA262_limit_state_checking.AsMinFlexion(SIA262_materials.c25_30,concreteCover,"C",ecartement,t)
ratio10= abs(AsFlexionC-655.615346475e-6)/655.615346475e-6
'''
print "fctm= ", fctm, " MPa"
print "ratio1= ",ratio1
# -*- coding: utf-8 -*-
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking as lschck #Checking material for cracking limit state according to SIA262
execfile("../model_gen.py") #FE model generation
lsd.LimitStateData.envConfig = cfg
#choose env_config file:
execfile("../env_config_deck.py")
execfile("../env_config_abutment.py")
#
# variables that control the output of the checking (setCalc,
# appendToResFile .py [defaults to 'N'], listFile .tex [defaults to 'N']
outCfg = lsd.VerifOutVars(setCalc=decks, appendToResFile='N', listFile='N')
#Reinforced concrete sections on each element.
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
#Checking material for limit state.
limitStress = 350e6 #XXX
limitStateLabel = lsd.quasiPermanentLoadsCrackControl.label
lsd.quasiPermanentLoadsCrackControl.controller = lschck.CrackControlSIA262PlanB(
limitStateLabel, limitStress)
lsd.quasiPermanentLoadsCrackControl.check(reinfConcreteSections, outCfg)
from __future__ import division
import sys
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
import math
concrete = SIA262_materials.c30_37
concreteCover = 40e-3
rebarSpacing = 150e-3
deckThickness = 0.40
wallsThickness = 0.30
slabsThickness = 0.30
numberOfRebarsByLayer = 1 / 0.15
deckAsTraction = SIA262_limit_state_checking.AsMinTraction(
concrete, 'B', rebarSpacing, deckThickness)
deckTractionBarDiameter = 16e-3
deckTractionBarsArea = math.pi * (deckTractionBarDiameter /
2.0)**2 * 2 * numberOfRebarsByLayer
deckAsFlexion = SIA262_limit_state_checking.AsMinFlexion(
concrete, concreteCover, 'C', rebarSpacing, deckThickness)
deckFlexionBarDiameter = 16e-3
deckFlexionBarsArea = math.pi * (deckFlexionBarDiameter /
2.0)**2 * numberOfRebarsByLayer
deckAsFlexion = SIA262_limit_state_checking.AsMinFlexion(
concrete, concreteCover, 'C', rebarSpacing, deckThickness)
wallsAsTraction = SIA262_limit_state_checking.AsMinTraction(
concrete, 'B', rebarSpacing, wallsThickness)
wallsTractionBarDiameter = 14e-3
wallsTractionBarsArea = math.pi * (wallsTractionBarDiameter /
__email__ = "*****@*****.**"
beton = SIA262_materials.c25_30
acier = SIA262_materials.B500A
acier.gammaS = 1.15 #EC2 takes 500/435
Dmax = 32e-3
b = 1.0
d = 0.74
h = 0.8
Vd = 0.371e6
Md = 0.552e6
Nd = 0
rho = 0.33e-2
As = rho * h
VRd = SIA262_limit_state_checking.VuNoShearRebars(beton, acier, Nd, Md, As, b,
d)
ratio1 = abs(VRd - 340.143003064e3) / 340.143003064e3
'''
print("rho= ", rho, " m")
print("As= ", As*1e4, " cm2")
print("VRd= ", VRd/1e3, " kN")
print("ratio1= ", ratio1)
'''
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
if (abs(ratio1) < 1e-11):
print("test ", fname, ": ok.")
else:
lmsg.error(fname + ' ERROR.')
# -*- coding: utf-8 -*-
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking as lschck #Checking material for cracking limit state according to SIA262
execfile("../model_gen.py") #FE model generation
lsd.LimitStateData.envConfig = cfg
#choose env_config file:
execfile("../env_config_deck.py")
execfile("../env_config_abutment.py")
#
# variables that control the output of the checking (setCalc,
# appendToResFile .py [defaults to 'N'], listFile .tex [defaults to 'N']
outCfg = lsd.VerifOutVars(setCalc=decks, appendToResFile='N', listFile='N')
#Reinforced concrete sections on each element.
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
#Checking material for limit state.
limitStress = 350e6 #XXX
limitStateLabel = lsd.freqLoadsCrackControl.label
lsd.freqLoadsCrackControl.controller = lschck.CrackControlSIA262PlanB(
limitStateLabel, limitStress)
lsd.freqLoadsCrackControl.check(reinfConcreteSections, outCfg)
# -*- coding: utf-8 -*-
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking
import os
#Project directory structure
execfile("../env_config.py")
lsd.LimitStateData.envConfig = cfg
#Reinforced concrete sections on each element.
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
limitStateLabel = lsd.fatigueResistance.label
lsd.fatigueResistance.controller = SIA262_limit_state_checking.FatigueController(
limitStateLabel)
lsd.fatigueResistance.check(reinfConcreteSections)
__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)
ratio9= abs(AsFlexionB-376.978824223e-6)/376.978824223e-6
AsFlexionC= SIA262_limit_state_checking.MinReinfAreaUnderFlexion(SIA262_materials.c25_30,concreteCover,"C",rebarSpacing,t)
ratio10= abs(AsFlexionC-655.615346475e-6)/655.615346475e-6
'''
print("fctm= ", fctm, " MPa")
print("ratio1= ",ratio1)
#Load modulation.
ts = casos.newTimeSeries("constant_ts", "ts")
casos.currentTimeSeries = "ts"
#Load case definition
lp0 = casos.newLoadPattern("default", "0")
lp0.newNodalLoad(2, xc.Vector([NDato, 0, 0, 0, MyDato, 3.55271e-15]))
#We add the load case to domain.
casos.addToDomain("0")
# Solution procedure
analisis = predefined_solutions.simple_newton_raphson(feProblem)
analOk = analisis.analyze(10)
secHAParamsFis = SIA262_limit_state_checking.CrackControlSIA262(
'SLS_crack', 400e6)
elements = preprocessor.getElementLoader
ele1 = elements.getElement(1)
scc = ele1.getSection()
sigma_s = secHAParamsFis.calcRebarStress(scc)
ratio1 = (sigma_s - 166.925177095e6) / 166.925177095
'''
print "sigma_s= ",sigma_s/1e6, " MPa"
print "ratio1= ",ratio1
'''
import os
from miscUtils import LogMessages as lmsg
fname = os.path.basename(__file__)
def getVR(self, concrete, Nd, Md, b, epaisseur):
return SIA262_limit_state_checking.VuNoShearRebars(
concrete, self.steel, Nd, Md, self.getAs(), b, self.d(epaisseur))
areaRebar=areaFi20,
rebarsSpacing=sepL,
nominalCover=basicCover + 12e-3)
])
sections.append(deckSections)
import os
pth = os.path.dirname(__file__)
#print("pth= ", pth)
if (not pth):
pth = "."
fname = os.path.basename(__file__)
#Checking normal stresses.
lsd.normalStressesResistance.controller = SIA262_limit_state_checking.BiaxialBendingNormalStressController(
'ULS_normalStress')
cfg = default_config.EnvConfig(language='en',
intForcPath='results/internalForces/',
verifPath='results/verifications/',
reportPath='./',
resultsPath='annex/',
grWidth='120mm')
cfg.projectDirTree.workingDirectory = '/tmp/' + os.path.splitext(fname)[0]
cfg.projectDirTree.createTree(
) # To allow copying existing internal force data into.
lsd.LimitStateData.envConfig = cfg
shutil.copy(pth + '/intForce_ULS_normalStressesResistance.csv',
lsd.normalStressesResistance.getInternalForcesFileName())
#lsd.LimitStateData.internal_forces_results_directory= pth+'/'
#lsd.LimitStateData.check_results_directory= '/tmp/'
#lsd.normalStressesResistance.outputDataBaseFileName= 'ppTN'
# -*- coding: utf-8 -*-
import os
#Project directory structure
execfile("./env_config.py")
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.sia262 import SIA262_limit_state_checking
lsd.LimitStateData.envConfig = cfg
#Reinforced concrete sections on each element.
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
#Checking material for limit state.
limitStress = 230e6 #XXX
limitStateLabel = lsd.quasiPermanentLoadsCrackControl.label
lsd.quasiPermanentLoadsCrackControl.controller = SIA262_limit_state_checking.CrackControlSIA262PlanB(
limitStateLabel, limitStress)
lsd.quasiPermanentLoadsCrackControl.check(reinfConcreteSections)
lsd.LimitStateData.envConfig = cfg
#choose env_config file:
execfile("../env_config_deck.py")
#execfile("../env_config_abutment.py")
#
#Reinforced concrete sections on each element.
#reinfConcreteSections=RC_material_distribution.RCMaterialDistribution()
#reinfConcreteSections.mapSectionsFileName='./mapSectionsReinforcement.pkl'
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
#stcalc=setArmadosEstr
#stcalc=setArmVol
#stcalc=setArmCart
#stcalc=setArmLosa
#stcalc=setArmPil
stcalc = setArmados
#stcalc=setArmadosEstr
#stcalc=setArmZapEstr
#stcalc=setArmMurEstr
# variables that control the output of the checking (setCalc,
# appendToResFile .py [defaults to 'N'], listFile .tex [defaults to 'N']
outCfg = lsd.VerifOutVars(setCalc=stcalc,
appendToResFile='N',
listFile='N',
calcMeanCF='N')
limitState = lsd.normalStressesResistance
limitState.controller = lscheck.BiaxialBendingNormalStressController(
limitState.label)
lsd.normalStressesResistance.check(reinfConcreteSections, outCfg)
def getBasicAnchorageLength(self, concrete):
return max(
SIA262_limit_state_checking.getBasicAnchorageLength(
self.getDiam(), concrete.fck, self.steel.fyd()),
self.minDiams * self.diam)
