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