Nd = 1224e3 # Design axial internal force.
Md = 0 # Bending moment design value
Vd = 125e3 # Effective design shear (clause 42.2.2).
Td = 0 # Torque design value.
d = 0.55 # Effective depth.
z = 0.9 * d # Lever arm.
Asl = 9.425e-4
AsAct = 0 # reinforcement area activa
AsTrsv = math.pi * (6e-3 / 2)**2 * 4 / 0.2 # reinforcement area transversal
Es = 200e9 # Elastic modulus of the steel de la reinforcement pasiva.
Ep = Es # Elastic modulus of the steel de la reinforcement activa.
Fp = 0 # Prestressing force on the cross-section (positive if in tension).
Ae = 0.01 # Area enclosed by the mid-line of the effective hollow area.
ue = 1 # Perimeter of the mid-line of the effective hollow area.
epsilonX = EHE_limit_state_checking.getEpsilonXEHE08(Nd, Md, Vd, Td, z, Asl,
AsAct, Es, Ep, Fp, Ae, ue)
gammaC = 1.5
gammaS = 1.15
fck = 30e6
fcd = fck / gammaC
fyk = 500e6
fyd = fyk / gammaS
Ac = 0.4 * 0.6e-4
vChi = min(2, 1 + math.sqrt(200 / (d * 1000)))
Fcv = EHE_limit_state_checking.getFcvEHE08(0.15, fck, gammaC, 0.4, d, vChi,
0.0, Asl, 0.0)
thetaE = EHE_limit_state_checking.getCrackAngleEHE08(Nd, Md, Vd, Td, z, Asl,
AsAct, Es, Ep, Fp, Ae, ue)
theta = math.radians(45)
alpha = math.radians(90)
beta = EHE_limit_state_checking.getBetaVcuEHE08(theta, thetaE)
Ast = math.pi * (fiRebar * 1e-3)**2 / 4
spacement = 0.30 / 4. #rebars spacement [m]
angRebars = 90 #Angle formed by the joining bars with the plane of the
#joint (degrees)
#End data
tao_rd = Vd / areaContact #design longitudinal shear stress at joint [N/m2]
tao_rd_comp = 0.17 #comparison longitudinal shear stress at joint [MPa]
ratio1 = round(tao_rd * 1e-6, 2) - tao_rd_comp
sigma_cd = Nd / areaContact #External design tensile stress perpendicular to the
#plane of the joint [N/m]
shJoint = EHEverif.LongShearJoints(concrtype, steelType, unitAreaContact,
roughness, dynamic, sigma_cd, Ast,
spacement, angRebars)
beta = shJoint.getBetaCoef()
beta_comp = 0.2
ratio2 = beta - beta_comp
f_ctd = concrtype.fctd() #[N/m2]
f_ctd_comp = 1.20 #MPa
ratio3 = round(f_ctd * 1e-6, 2) - f_ctd_comp
tao_u = shJoint.getUltShearStressWithReinf(tao_rd)
tao_u_comp = 0.94
ratio4 = round(tao_u * 1e-6, 2) - tao_u_comp
import os
lp1 = modelSpace.newLoadPattern(name='1')
lp1.newNodalLoad(2, xc.Vector([NDato, 0, 0, 0, MzDato / 10.0, MyDato / 10.0]))
lp2 = modelSpace.newLoadPattern(name='2')
lp2.newNodalLoad(2, xc.Vector([NDato, 0, 0, 0, 0, 0]))
# We add the load case to domain.
modelSpace.addLoadCaseToDomain(lp0.name)
# Solution procedure
analysis = predefined_solutions.plain_newton_raphson(feProblem)
analOk = analysis.analyze(10)
if (analOk != 0):
print("Error!; failed to converge.")
exit()
concreteSectionShearParams = EHE_limit_state_checking.ShearController(
'ULS_shear')
elements = preprocessor.getElementHandler
ele1 = elements.getElement(1)
scc = ele1.getSection()
concreteSectionShearParams.calcVuEHE08(scc, "", EHE_materials.HA25,
EHE_materials.B500S, NDato,
math.sqrt(MyDato**2 + MzDato**2), 0, 0)
Vu2A = concreteSectionShearParams.Vu2
loadHandler = preprocessor.getLoadHandler.removeFromDomain(
"0") # Remove this load.
preprocessor.resetLoadCase()
loadHandler = preprocessor.getLoadHandler.addToDomain(
"1") # Add the other one.
lp2.newNodalLoad(2,xc.Vector([NDato,0,0,0,0,0]))
#We add the load case to domain.
casos.addToDomain("0")
# Solution procedure
analisis= predefined_solutions.simple_newton_raphson(feProblem)
analOk= analisis.analyze(10)
if(analOk!=0):
print "Error!; failed to converge."
exit()
secHAParamsCortante= EHE_limit_state_checking.ShearController('ULS_shear')
elements= preprocessor.getElementLoader
ele1= elements.getElement(1)
scc= ele1.getSection()
secHAParamsCortante.calcVuEHE08(scc,"",EHE_materials.HA25,EHE_materials.B500S,NDato,math.sqrt(MyDato**2+MzDato**2),0,0)
Vu2A= secHAParamsCortante.Vu2
cargas= preprocessor.getLoadLoader.removeFromDomain("0") # Quitamos la carga.
preprocessor.resetLoadCase()
cargas= preprocessor.getLoadLoader.addToDomain("1") # Añadimos la otra carga.
__email__ = "*****@*****.**"
fck = 25e6
gammac = 1.5
concr = EHE_materials.EHEConcrete('HA', -fck, gammac)
fctd = concr.fctkEHE08() / gammac
fcd = concr.fcd() * (-1)
d = 1.45
b0 = 0.6
I = 0.76
S = 0.619
alphaL = 1.0
NCd = 0
Ac = 2.3
AsPas = 32 * 3.14e-4
Vu2NoFis = EHE_limit_state_checking.getVu2EHE08NoAtNoFis(
fctd, I, S, b0, alphaL, NCd, Ac)
Vu2SiFis = EHE_limit_state_checking.getVu2EHE08NoAtSiFis(
fck, fcd, 1.5, NCd, Ac, b0, d, AsPas, 0.0)
vChi = min(2, 1 + math.sqrt(200 / (d * 1000)))
Sgpcd = min(min(NCd / Ac, 0.3 * fcd), 12e6)
Vu2Min = EHE_limit_state_checking.getFcvMinEHE08(fck, 1.5, d, vChi,
Sgpcd) * b0 * d
Vu2A = EHE_limit_state_checking.getVu2EHE08NoAt(1, 2, fck, fck, 1.5, I, S,
alphaL, NCd, Ac, b0, d, AsPas,
0.0)
Vu2B = EHE_limit_state_checking.getVu2EHE08NoAt(2, 1, fck, fck, 1.5, I, S,
alphaL, NCd, Ac, b0, d, AsPas,
0.0)
ratio1 = abs((Vu2NoFis - 881.781712e3) / 881.781712e3)
ratio2 = abs((Vu2SiFis - 439233) / 439233)
__copyright__= "Copyright 2015, LCPT and AOO" __license__= "GPL" __version__= "3.0" __email__= "*****@*****.**" gammas= 1.15 #Partial safety factor for steel. numBarrasEstribo= 4 areaShReinfBranchsEstribo= numBarrasEstribo*EHE_materials.Fi6 sepEstribos= 0.2 AsTrsv= areaShReinfBranchsEstribo/sepEstribos z= 0.9*0.55 alpha= math.pi/2 theta= math.pi/4 fyd= 500e6/gammas Vsu= EHE_limit_state_checking.getVsuEHE08(z,alpha,theta,AsTrsv,fyd) ratio1= abs(Vsu-111.966e3)/111.966e3 ##print "areaShReinfBranchsEstribo= ",AsTrsv*1e4," cm2" ##print "Vsu= ",Vsu/1e3," kN" ##print "ratio1= ",ratio1," kN" import os from miscUtils import LogMessages as lmsg fname= os.path.basename(__file__) if ratio1<0.01: 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.ehe import EHE_limit_state_checking as lschck #Checking material for shear limit state according to EHE08 #from materials.sia262 import SIA262_limit_state_checking as lschck #Checking material for shear limit state according to SIA262 from postprocess.config import default_config # Verificacion of shear ULS for reinf. concrete elements workingDirectory = default_config.findWorkingDirectory() + '/' execfile(workingDirectory + 'model_gen.py') #FE model generation lsd.LimitStateData.envConfig = cfg #configuration defined in script #env_config.py #Reinforced concrete sections on each element. reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution() # 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') limitStateLabel = lsd.shearResistance.label lsd.shearResistance.controller = lschck.ShearController(limitStateLabel) lsd.shearResistance.check(reinfConcreteSections, outCfg)
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2015, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
fck = 30e6
fcd = fck / 1.5
Ncd = 0
b = 0.35
h = 0.7
As = 0.0
Ac = b * h - As
b0 = b
d = h - 0.041
Vu1 = EHE_limit_state_checking.getVu1EHE08(fck, fcd, Ncd, Ac, b0, d,
math.radians(90), math.radians(45))
ratio1 = abs((Vu1 - 1.3839e6) / 1.3839e6)
'''
print("Vu1= ",Vu1/1e3," kN")
print("ratio1= ",ratio1)
'''
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
if ratio1 < 1e-12:
print("test ", fname, ": ok.")
else:
lmsg.error(fname + ' ERROR.')
Ec = 20e9
sideLength = 1.0
feProblem = xc.FEProblem()
preprocessor = feProblem.getPreprocessor
concrete = typical_materials.defElasticMaterial(preprocessor, 'concrete', Ec)
sectionGeometryTest = preprocessor.getMaterialHandler.newSectionGeometry(
"sectionGeometryTest")
regions = sectionGeometryTest.getRegions
concrete = regions.newQuadRegion('concrete')
concrete.pMin = geom.Pos2d(0.0, 0.0)
concrete.pMax = geom.Pos2d(1.0, 1.0)
pt = EHE_limit_state_checking.computeEffectiveHollowSectionParameters(
sectionGeometryTest, 0.5, 0.03)
ratio1 = (pt.A() - 1)
ratio2 = (pt.u() - 4) / 4
ratio3 = (pt.he() - 0.25) / 0.25
ratio4 = (pt.Ae() - (0.75**2)) / (0.75**2)
ratio5 = (pt.ue() - 3) / 3
'''
print("A= ",A)
print("u= ",u)
print("he= ",he)
print("Ae= ",Ae)
print("ue= ",ue)
print("ratio1= ",ratio1)
print("ratio2= ",ratio2)
print("ratio3= ",ratio3)
Nd= 1224e3 #Design axial internal force. Md= 0 #Bending moment design value Vd= 125e3 #Effective design shear (clause 42.2.2). Td= 0 #Torque design value. d= 0.55 #Effective depth. z= 0.9*d #Lever arm. Asl= 9.425e-4 AsAct= 0 #reinforcement area activa AsTrsv= math.pi*(6e-3/2)**2*4/0.2 #reinforcement area transversal Es= 200e9 #Elastic modulus of the steel de la reinforcement pasiva. Ep= Es #Elastic modulus of the steel de la reinforcement activa. Fp= 0 #Prestressing force on the cross-section (positive if in tension). Ae= 0.01 #Area enclosed by the mid-line of the effective hollow area. ue= 1 #Perimeter of the mid-line of the effective hollow area. epsilonX= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,Asl,AsAct,Es,Ep,Fp,Ae,ue) gammaC= 1.5 gammaS= 1.15 fck= 30e6 fcd= fck/gammaC fyk= 500e6 fyd= fyk/gammaS Ac= 0.4*0.6e-4 vChi= min(2,1+math.sqrt(200/(d*1000))) Fcv= EHE_limit_state_checking.getFcvEHE08(0.15,fck,gammaC,0.4,d,vChi,0.0,Asl,0.0) thetaE= EHE_limit_state_checking.getCrackAngleEHE08(Nd,Md,Vd,Td,z,Asl,AsAct,Es,Ep,Fp,Ae,ue) theta= math.radians(45) alpha= math.radians(90) beta= EHE_limit_state_checking.getBetaVcuEHE08(theta,thetaE) Vcu= EHE_limit_state_checking.getVcuEHE08(fck,fcd,gammaC,0,Ac,0.4,d,z,Asl,0.0,theta,Nd,Md,Vd,Td,Es,Ep,Fp,Ae,ue) Vu1= EHE_limit_state_checking.getVu1EHE08(fck,fcd,0,Ac,0.4,d,alpha,theta)
__author__= "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)" __copyright__= "Copyright 2015, LCPT and AOO" __license__= "GPL" __version__= "3.0" __email__= "*****@*****.**" fck= 30e6 fcd= fck/1.5 Ncd= 0 b= 0.35 h= 0.7 As= 0.0 Ac= b*h-As b0= b d= h-0.041 Vu1= EHE_limit_state_checking.getVu1EHE08(fck,fcd,Ncd,Ac,b0,d,math.radians(90),math.radians(45)) ratio1= abs((Vu1-1.3839e6)/1.3839e6) ''' print "Vu1= ",Vu1/1e3," kN" print "ratio1= ",ratio1 ''' import os from miscUtils import LogMessages as lmsg fname= os.path.basename(__file__) if ratio1<1e-12: print "test ",fname,": ok." else: lmsg.error(fname+' ERROR.')
from __future__ import division import sys from materials.ehe import EHE_materials from materials.ehe import EHE_limit_state_checking __author__= "Luis C. Pérez Tato (LCPT)" __copyright__= "Copyright 2014, LCPT" __license__= "GPL" __version__= "3.0" __email__= "*****@*****.**" Fvd=1000e3 #Vertical load on the corbel, positive downwards (N). Fhd=100e3 #Horizontal load on the corbel, positive outwards (N). concreteCorbel= EHE_limit_state_checking.ConcreteCorbel(EHE_materials.HA35,EHE_materials.B500S,'monolitica') #Joint type according to clause 64.1.2.1. a=0.6 #Distance (m) from the applied load axis and the plane of the corbel fixation (see figure 64.1.2 on EHE-08). fck=35E6 #Characteristic value of concrete strength (Pa). fyk=500E6 #Characteristic value of steel strength (Pa). # Results dmin= concreteCorbel.getMinimumEffectiveDepth(a) dminTeor= 0.988235294118 ratio1= abs(dmin-dminTeor)/dminTeor T1d= concreteCorbel.getMainReinforcementTension(Fvd,Fhd) T1dTeor= 814285.65 ratio2= abs(T1d-T1dTeor)/T1dTeor As1= concreteCorbel.getAreaNecMainReinforcement(Fvd,Fhd) As1Teor= T1dTeor/400e6
Nd= 0 Md= 0 #Absolute value of the design bending moment. Vd= 0 #Absolute value of effective design shear (clause 42.2.2). Td= 0 #Torque design value. z= 10 #Lever arm. AsPas= 1/4 #Area of passive longitudinal reinforcement anchored at a distance greater than the effective depth of the section. AsAct= 1/8 #Area of active (prestressed) longitudinal reinforcement anchored at a distance greater than the effective depth of the section. Es= 1000 #Elastic modulus of the steel de la reinforcement pasiva (AQUI FICTICIO). Ep= 2000 #Elastic modulus of the steel de la reinforcement activa (AQUI FICTICIO). Fp= 0 #Prestressing force in the cross-section (positive if in tension). Ae= 0.01 #Area enclosed by the mid-line of the effective hollow area. ue= 1 #Perimeter of the mid-line of the effective hollow area. Md= 10 epsilonX01= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio1= abs(epsilonX01-1e-3)/1e-3 Md= 0 Vd= 1 epsilonX02= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio2= abs(epsilonX02-2e-3)/2e-3 Vd= 0 Td= 0.02 epsilonX03= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio3= abs(epsilonX03-1e-3)/1e-3 Td= 0 Nd= -1 epsilonX04= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio4= abs(epsilonX04) Nd= 2 epsilonX05= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue)
#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, VDato, 0, MyDato, MzDato]))
#We add the load case to domain.
casos.addToDomain("0")
# Solution procedure
analisis = predefined_solutions.simple_newton_raphson(feProblem)
analOk = analisis.analyze(10)
secHAParamsCortante = EHE_limit_state_checking.ShearController('ULS_shear')
secHAParamsCortante.AsTrsv = EHE_materials.Fi6 * numRamas / 0.2 # reinforcement area transversal
secHAParamsCortante.theta = math.radians(45)
secHAParamsCortante.alpha = math.radians(90)
secHAParamsTorsion = EHE_limit_state_checking.computeEffectiveHollowSectionParameters(
geomSecHA, depth / 2.0, cover)
elements = preprocessor.getElementLoader
ele1 = elements.getElement(1)
scc = ele1.getSection()
N = scc.getStressResultantComponent("N")
My = scc.getStressResultantComponent("My")
Vy = scc.getStressResultantComponent("Vy")
Mz = scc.getStressResultantComponent("Mz")
# -*- coding: utf-8 -*-
from solution import predefined_solutions
from postprocess import limit_state_data as lsd
from postprocess import RC_material_distribution
from materials.ehe import EHE_limit_state_checking as lschck
#from materials.ec2 import EC2_limit_state_checking
execfile("../model_gen.py") #FE model generation
setCalc = decks #set of elements for which to perform the checking
#Reinforced concrete sections on each element.
#reinfConcreteSections=RC_material_distribution.RCMaterialDistribution()
reinfConcreteSections = RC_material_distribution.loadRCMaterialDistribution()
reinfConcreteSections.mapSectionsFileName = './mapSectionsReinforcementTenStiff.pkl'
#Checking material for limit state.
limitStateLabel = lsd.freqLoadsCrackControl.label
lsd.freqLoadsCrackControl.controller = lschck.CrackStraightController(
limitStateLabel=lsd.quasiPermanentLoadsCrackControl.label)
lsd.freqLoadsCrackControl.controller.analysisToPerform = predefined_solutions.simple_static_modified_newton
meanFCs = lsd.quasiPermanentLoadsCrackControl.check(reinfConcreteSections,
setCalc=setCalc)
Nd= 0 Md= 0 # Absolute value of the design bending moment. Vd= 0 # Absolute value of effective design shear (clause 42.2.2). Td= 0 # Torque design value. z= 10 # Lever arm. AsPas= 1/4 # Area of passive longitudinal reinforcement anchored at a distance greater than the effective depth of the section. AsAct= 1/8 # Area of active (prestressed) longitudinal reinforcement anchored at a distance greater than the effective depth of the section. Es= 1000 # Elastic modulus of the steel de la reinforcement pasiva (AQUI FICTICIO). Ep= 2000 # Elastic modulus of the steel de la reinforcement activa (AQUI FICTICIO). Fp= 0 # Prestressing force in the cross-section (positive if in tension). Ae= 0.01 # Area enclosed by the mid-line of the effective hollow area. ue= 1 # Perimeter of the mid-line of the effective hollow area. Md= 10 epsilonX01= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio1= abs(epsilonX01-1e-3)/1e-3 Md= 0 Vd= 1 epsilonX02= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio2= abs(epsilonX02-2e-3)/2e-3 Vd= 0 Td= 0.02 epsilonX03= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio3= abs(epsilonX03-1e-3)/1e-3 Td= 0 Nd= -1 epsilonX04= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue) ratio4= abs(epsilonX04) Nd= 2 epsilonX05= EHE_limit_state_checking.getEpsilonXEHE08(Nd,Md,Vd,Td,z,AsPas,AsAct,Es,Ep,Fp,Ae,ue)
0.016: 0.32,
0.02: 0.48,
0.025: 0.75
}
lbIIHA25B400 = {
0.006: 0.1714,
0.008: 0.2286,
0.01: 0.2857,
0.012: 0.3429,
0.016: 0.4571,
0.02: 0.672,
0.025: 1.05
}
# Rebar controller.
rebarControllerPosI = EHE_limit_state_checking.RebarController(
concreteCover=cCover, pos='I')
rebarControllerPosII = EHE_limit_state_checking.RebarController(
concreteCover=cCover, pos='II')
err = 0.0
for key in lbIHA25B500:
lbRef = lbIHA25B500[key]
lbI = rebarControllerPosI.getNetAnchorageLength(ha25,
key,
b500s,
beta=1.0,
efficiency=1.0)
err += (lbRef - lbI)**2
for key in lbIIHA25B500:
lbRef = lbIIHA25B500[key]
lp0.newNodalLoad(2, xc.Vector([Nd, 0, Vd, 0, Myd, Mzd]))
# We add the load case to domain.
modelSpace.addLoadCaseToDomain(lp0.name)
# Solution procedure
analysis = predefined_solutions.plain_newton_raphson(feProblem, mxNumIter=10)
analOk = analysis.analyze(10)
import os
fname = os.path.basename(__file__)
if (analOk < 0):
lmsg.error(fname + ' ERROR. Failed to converge.')
quit()
shearController = EHE_limit_state_checking.ShearController('ULS_shear')
secHAParamsTorsion = EHE_limit_state_checking.computeEffectiveHollowSectionParametersRCSection(
section)
elements = preprocessor.getElementHandler
scc = elements.getElement(1).getSection()
shearCF = shearController.checkSection(scc, secHAParamsTorsion)
Vu1 = shearController.Vu1
Vu1Ref = 1.32e6
Vcu = shearController.Vcu
VcuRef = 84.2e3 + 67.2e3
Vsu = shearController.Vsu
VsuRef = 25.2e3 * 400e6 / steel.fyd(
) # They don't reduce the stress on shear reinf.
Vu2 = shearController.Vu2
lPatterns.addToDomain("0")
# Solution procedure
analisis= predefined_solutions.simple_newton_raphson(feProblem)
analOk= analisis.analyze(10)
concreteSectionShearParams= EHE_limit_state_checking.ShearController('ULS_shear')
concreteSectionShearParams.AsTrsv= EHE_materials.Fi6*numRamas/0.2 # reinforcement area transversal
concreteSectionShearParams.theta= math.radians(45)
concreteSectionShearParams.alpha= math.radians(90)
secHAParamsTorsion= EHE_limit_state_checking.computeEffectiveHollowSectionParameters(geomSecHA,depth/2.0,cover)
elements= preprocessor.getElementHandler
ele1= elements.getElement(1)
scc= ele1.getSection()
N= scc.getStressResultantComponent("N")
My= scc.getStressResultantComponent("My")
Vy= scc.getStressResultantComponent("Vy")
Mz= scc.getStressResultantComponent("Mz")
Vz= scc.getStressResultantComponent("Vz")
NTmp= N
MTmp= math.sqrt((My)**2+(Mz)**2)
VTmp= math.sqrt((Vy)**2+(Vz)**2)
TTmp= scc.getStressResultantComponent("Mx")
concreteSectionShearParams.calcVuEHE08(scc,secHAParamsTorsion,concr,B500S,NTmp,MTmp,VTmp,TTmp)
lp0.newNodalLoad(2, xc.Vector([Nd, 0, 0, 0, Myd, Mzd]))
# We add the load case to domain.
modelSpace.addLoadCaseToDomain(lp0.name)
# Solution procedure
analysis = predefined_solutions.plain_newton_raphson(feProblem, mxNumIter=10)
analOk = analysis.analyze(10)
import os
fname = os.path.basename(__file__)
if (analOk < 0):
lmsg.error(fname + ' ERROR. Failed to converge.')
quit()
secHAParamsFis = EHE_limit_state_checking.CrackControl('SLS_crack')
elements = preprocessor.getElementHandler
scc = elements.getElement(1).getSection()
secHAParamsFis.computeWk(scc, concr.matTagK, steel.matTagK, concr.fctm())
ratio1 = ((secHAParamsFis.Wk - 0.383585469616e-3) / 0.383585469616e-3)
'''
print("Wk= ", secHAParamsFis.Wk*1e3,"mm")
print("ratio1= ", ratio1)
secHAParamsFis.printParams()
'''
if (abs(ratio1) < 1e-10):
print('test ' + fname + ': ok.')
else:
lmsg.error(fname + ' ERROR.')
__copyright__= "Copyright 2015, LCPT and AOO"
__license__= "GPL"
__version__= "3.0"
__email__= "*****@*****.**"
gammas= 1.15 # Partial safety factor for steel.
stirrupRebarNumber= 4
areaShReinfBranchsEstribo= stirrupRebarNumber*EHE_materials.Fi6
sepEstribos= 0.2
AsTrsv= areaShReinfBranchsEstribo/sepEstribos
z= 0.9*0.55
alpha= math.pi/2
theta= math.pi/4
fyd= 500e6/gammas
Vsu= EHE_limit_state_checking.getVsuEHE08(z,alpha,theta,AsTrsv,fyd, circular= False)
ratio1= abs(Vsu-111.966e3)/111.966e3
'''
print("areaShReinfBranchsEstribo= ",AsTrsv*1e4," cm2")
print("Vsu= ",Vsu/1e3," kN")
print("ratio1= ",ratio1," kN")
'''
import os
from misc_utils import log_messages as lmsg
fname= os.path.basename(__file__)
if ratio1<0.01:
print('test '+fname+': ok.')
else:
lmsg.error(fname+' ERROR.')
Ec= 20e9
sideLength= 1.0
feProblem= xc.FEProblem()
preprocessor= feProblem.getPreprocessor
concrete= typical_materials.defElasticMaterial(preprocessor, 'concrete',Ec)
sectionGeometryTest= preprocessor.getMaterialHandler.newSectionGeometry("sectionGeometryTest")
regions= sectionGeometryTest.getRegions
concrete= regions.newQuadRegion('concrete')
concrete.pMin= geom.Pos2d(0.0,0.0)
concrete.pMax= geom.Pos2d(1.0,1.0)
pt= EHE_limit_state_checking.computeEffectiveHollowSectionParameters(sectionGeometryTest,0.5,0.03)
ratio1= (pt.A()-1)
ratio2= (pt.u()-4)/4
ratio3= (pt.he()-0.25)/0.25
ratio4= (pt.Ae()-(0.75**2))/(0.75**2)
ratio5= (pt.ue()-3)/3
'''
print "A= ",A
print "u= ",u
print "he= ",he
print "Ae= ",Ae
print "ue= ",ue
print "ratio1= ",ratio1
####!!!!To erase
e0 = preprocessor.getElementHandler.getElement(0)
e1 = preprocessor.getElementHandler.getElement(1)
sect1E0 = reinfConcreteSectionDistribution.getSectionDefinitionsForElement(
0)[0]
sect2E0 = reinfConcreteSectionDistribution.getSectionDefinitionsForElement(
0)[1]
sect1E1 = reinfConcreteSectionDistribution.getSectionDefinitionsForElement(
1)[0]
sect2E1 = reinfConcreteSectionDistribution.getSectionDefinitionsForElement(
1)[1]
####
#Crack checking.
lsd.freqLoadsCrackControl.controller = EHE_limit_state_checking.CrackStraightController(
limitStateLabel=lsd.freqLoadsCrackControl.label)
lsd.freqLoadsCrackControl.controller.analysisToPerform = predefined_solutions.plain_newton_raphson
lsd.LimitStateData.check_results_directory = '/tmp/'
lsd.normalStressesResistance.outputDataBaseFileName = 'resVerif'
###!!! Step by step
sectContainer.createRCsections(preprocessor=preprocessor, matDiagType='k')
sectContainer.calcInteractionDiagrams(preprocessor=preprocessor,
matDiagType='k')
from postprocess import phantom_model as phm
phantomModel = phm.PhantomModel(preprocessor, reinfConcreteSectionDistribution)
limitStateData = lsd.freqLoadsCrackControl
intForcCombFileName = limitStateData.getInternalForcesFileName()
controller = limitStateData.controller
meanCFs = -1.0
phantomElements = phantomModel.build(
feProblem.clearAll() #Erase all the fake stuff
#Checking shear.
def custom_newton_raphson(prb):
solution= predefined_solutions.SolutionProcedure()
solution.convergenceTestTol= 1e-6
return solution.simpleNewtonRaphson(prb)
import os
pth= os.path.dirname(__file__)
#print "pth= ", pth
if(not pth):
pth= "."
fname= os.path.basename(__file__)
limit_state_data.shearResistance.controller= EHE_limit_state_checking.ShearController(limitStateLabel= limit_state_data.shearResistance.label)
limit_state_data.shearResistance.controller.verbose= False # Don't display log messages.
limit_state_data.shearResistance.controller.analysisToPerform=custom_newton_raphson
cfg=default_config.EnvConfig(language='en',intForcPath= 'results/internalForces/',verifPath= 'results/verifications/',annexPath= 'annex/',grWidth='120mm')
cfg.projectDirTree.workingDirectory= '/tmp/'+os.path.splitext(fname)[0]
cfg.projectDirTree.createTree()
limit_state_data.LimitStateData.envConfig= cfg
shutil.copy(pth+'/intForce_ULS_shearResistance.csv',limit_state_data.shearResistance.getInternalForcesFileName())
#limit_state_data.LimitStateData.internal_forces_results_directory= pth+'/'
#limit_state_data.LimitStateData.check_results_directory= '/tmp/'
#limit_state_data.normalStressesResistance.outputDataBaseFileName= 'resVerif'
outCfg= limit_state_data.VerifOutVars(listFile='N',calcMeanCF='Y')
(FEcheckedModel,meanFCs)= reinfConcreteSectionDistribution.runChecking(limit_state_data.shearResistance, matDiagType="d",threeDim= True,outputCfg=outCfg)
__author__ = "Luis C. Pérez Tato (LCPT) and Ana Ortega (AOO)"
__copyright__ = "Copyright 2015, LCPT and AOO"
__license__ = "GPL"
__version__ = "3.0"
__email__ = "*****@*****.**"
gammas = 1.15 #Partial safety factor for steel.
numBarrasEstribo = 4
areaShReinfBranchsEstribo = numBarrasEstribo * EHE_materials.Fi6
sepEstribos = 0.2
AsTrsv = areaShReinfBranchsEstribo / sepEstribos
z = 0.9 * 0.55
alpha = math.pi / 2
theta = math.pi / 4
fyd = 500e6 / gammas
Vsu = EHE_limit_state_checking.getVsuEHE08(z, alpha, theta, AsTrsv, fyd)
ratio1 = abs(Vsu - 111.966e3) / 111.966e3
##print "areaShReinfBranchsEstribo= ",AsTrsv*1e4," cm2"
##print "Vsu= ",Vsu/1e3," kN"
##print "ratio1= ",ratio1," kN"
import os
from misc_utils import log_messages as lmsg
fname = os.path.basename(__file__)
if ratio1 < 0.01:
print "test ", fname, ": ok."
else:
lmsg.error(fname + ' ERROR.')
