def getTemplateSection(self, posReb,negReb,YShReinf,ZShReinf):
''' Return the template section to use with createSingleSection
method.'''
sect= def_simple_RC_section.RCRectangularSection()
sect.sectionName= self.name
sect.sectionDescr= self.sectionDescr
sect.fiberSectionParameters.concrType= self.concrType
sect.h= self.depth
sect.b= self.width
sect.fiberSectionParameters.reinfSteelType= self.reinfSteelType
sect.positvRebarRows= posReb
sect.negatvRebarRows= negReb
sect.shReinfY= YShReinf
sect.shReinfZ= ZShReinf
return sect
nRebars=numOfRebars,
nominalCover=cover - rebarDiam / 2.0,
nominalLatCover=cover -
rebarDiam / 2.0)
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
# Materials definition
concr = EHE_materials.HA25
concr.alfacc = 0.85 # f_maxd= 0.85*fcd concrete long term compressive strength factor (normally alfacc=1)
steel = EHE_materials.B500S
# Section geometry
section = def_simple_RC_section.RCRectangularSection(name='test',
width=width,
depth=depth,
concrType=concr,
reinfSteelType=steel)
section.positvRebarRows = def_simple_RC_section.LongReinfLayers([lowerRow])
section.negatvRebarRows = def_simple_RC_section.LongReinfLayers([upperRow])
# section.shReinfY= shearReinf
section.defRCSection(preprocessor, matDiagType='d')
scc3d_testing_bench.sectionModel(preprocessor, section.sectionName)
# Constraints
modelSpace = predefined_spaces.getStructuralMechanics3DSpace(preprocessor)
modelSpace.fixNode000_000(1)
# Loads definition
lp0 = modelSpace.newLoadPattern(name='0')
__copyright__= "Copyright 2015, LCPT and AOO" __license__= "GPL" __version__= "3.0" __email__= "*****@*****.**" import math import xc_base import geom import xc from materials.sections.fiber_section import def_simple_RC_section from materials.ehe import EHE_materials nominalCover= .025 rcSection= def_simple_RC_section.RCRectangularSection(width= 0.25, depth= 0.5) rcSection.sectionName= "Test" rcSection.sectionDescr= "Test reinforce concrete section." rcSection.fiberSectionParameters.concrType= EHE_materials.HA25 rcSection.fiberSectionParameters.reinfSteelType= EHE_materials.B500S rebNeg= def_simple_RC_section.ReinfRow(nRebars= 2, areaRebar= EHE_materials.Fi20,nominalCover= nominalCover+0.01,width= rcSection.b-nominalCover) rcSection.negatvRebarRows= def_simple_RC_section.LongReinfLayers([rebNeg]) rebPos= def_simple_RC_section.ReinfRow(nRebars= 5, areaRebar= EHE_materials.Fi20,nominalCover=nominalCover,width= rcSection.b-nominalCover) rcSection.positvRebarRows= def_simple_RC_section.LongReinfLayers([rebPos]) # Mass properties of gross section err= 0.0 grossSectionArea= rcSection.A() err+= (grossSectionArea-0.125)**2 grossSectionIy= rcSection.Iy()
areaFi14= SIA262_materials.section_barres_courantes[14e-3] areaFi16= SIA262_materials.section_barres_courantes[16e-3] areaFi18= SIA262_materials.section_barres_courantes[18e-3] areaFi20= SIA262_materials.section_barres_courantes[20e-3] areaFi22= SIA262_materials.section_barres_courantes[22e-3] areaFi26= SIA262_materials.section_barres_courantes[26e-3] areaFi30= SIA262_materials.section_barres_courantes[30e-3] areaFi34= SIA262_materials.section_barres_courantes[34e-3] areaFi40= SIA262_materials.section_barres_courantes[40e-3] concrete= EHE_materials.HA30 concrete.alfacc=0.85 # f_maxd= 0.85*fcd concrete long term compressive strength factor (normally alfacc=1) reinfSteel= EHE_materials.B500S sccData=def_simple_RC_section.RCRectangularSection() sccData.sectionName= "sccData" sccData.sectionDescr= "Prueba." sccData.fiberSectionParameters.concrType= concrete sccData.h= 0.5 sccData.b= 1.0 sccData.fiberSectionParameters.reinfSteelType= reinfSteel sccData.negatvRebarRows= def_simple_RC_section.LongReinfLayers([def_simple_RC_section.ReinfRow(rebarsDiam=40e-3,areaRebar= areaFi40,rebarsSpacing=0.15,width=1.0,nominalCover=0.25-0.19)]) sccData.positvRebarRows= def_simple_RC_section.LongReinfLayers([def_simple_RC_section.ReinfRow(rebarsDiam=6e-3,areaRebar= areaFi6,rebarsSpacing=0.15,width=1.0,nominalCover=0.25-0.19)]) #sccData.setMainReinfNeg(40e-3,areaFi40,0.15,0.25-0.19) #sccData.setMainReinfPos(6e-3,areaFi6,0.15,0.25-0.19) feProblem= xc.FEProblem() feProblem.logFileName= "/tmp/erase.log" # Don't print(warnings.) feProblem.errFileName= "/tmp/erase.err" # Don't print(errors.)
from materials.ehe import EHE_materials
from materials.sia262 import SIA262_materials
from materials.sia262 import SIA262_limit_state_checking
from model import predefined_spaces
__author__ = "Luis C. Pérez Tato (LCPT)"
__copyright__ = "Copyright 2014, LCPT"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
areaFi22 = SIA262_materials.section_barres_courantes[22e-3]
areaFi26 = SIA262_materials.section_barres_courantes[26e-3]
datosScc1LosC = def_simple_RC_section.RCRectangularSection()
datosScc1LosC.sectionName = "secHA1LosC"
datosScc1LosC.sectionDescr = "Deck. Central portion. Section normal to X axis."
concr = EHE_materials.HA30
concr.alfacc = 0.85 #f_maxd= 0.85*fcd
datosScc1LosC.fiberSectionParameters.concrType = concr
datosScc1LosC.h = 0.35
datosScc1LosC.b = 1.0001
datosScc1LosC.fiberSectionParameters.reinfSteelType = EHE_materials.B500S
negRebRow = def_simple_RC_section.ReinfRow(nRebars=2,
rebarsDiam=10e-10,
width=datosScc1LosC.b)
#negRebRow=def_simple_RC_section.ReinfRow()
#negRebRow=def_simple_RC_section.ReinfRow(rebarsDiam=10e-3,areaRebar= EHE_materials.Fi10,rebarsSpacing=0.2,width=1.0,nominalCover=0.03)
#negRebRow.setUp(nRebars=0,rebarsDiam=0.0,areaRebar=0.0,width=datosScc1LosC.b,cover=0.1)
datosScc1LosC.negatvRebarRows = def_simple_RC_section.LongReinfLayers(
__email__ = "*****@*****.**"
concrete = ACI_materials.c4000 # Concrete strength 4000 psi
concrete.gmmC = 1.0 / 0.75
reinfSteel = ACI_materials.A615G60
reinfSteel.gammaS = 1.0 / 0.75
lSqrtFck = concrete.getLambdaSqrtFck()
lSqrtFckRef = 63.246 * ACI_materials.toPascal
ratio1 = abs(lSqrtFck - lSqrtFckRef) / lSqrtFckRef
bw = 12 * 0.0254 # 12 in
d = 15 * 0.0254 # 15 in
section = def_simple_RC_section.RCRectangularSection(name='test',
concrType=concrete,
reinfSteelType=reinfSteel,
width=bw,
depth=d / 0.9)
section.shReinfY = def_simple_RC_section.ShearReinforcement(
nShReinfBranches=1.0,
areaShReinfBranch=0.592 * 0.0254**2,
shReinfSpacing=1.0 * 0.3048)
shearController = lsc.ShearController(lsd.shearResistance.label)
shearController.setSection(section)
Vc = shearController.getVcNoShearRebars(Nd=0.0)
VcRef = 17.076 * 4.4482216e3 / 0.75 # kip->N
ratio2 = abs(Vc - VcRef) / VcRef
Vmax = shearController.getV_max(Nd=0.0)
VmaxRef = 85.381 * 4.4482216e3
