Factor that multiplies the characteristic value of concrete tensile strength from its age in days for normal hardening concrete (table 30.4.c EHE) ''' x= [-1.0,0.0,3.0,7.0,28.0,90,360,361] y= [0.0,0.0,0.4,0.7,1.0,1.05,1.10,1.10] factorRTensionJDaysNormal= scipy.interpolate.interp1d(x,y) # ************* Reinforcing steel. ******************** # Maximum strain (0.08 para B400S y 0.05 para B500S) # # steelName: Name identifying the material. # fyk: Characteristic value of the yield strength. # emax: maximum strain in tension # gammaS: Partial factor for material. # k: fmaxk/fyk ratio B400S= concrete_base.ReinforcingSteel(steelName="B400S", fyk=400e6, emax=0.08,gammaS=1.15) B500S= concrete_base.ReinforcingSteel(steelName="B500S", fyk=500e6, emax=0.05,gammaS=1.15) steelOfName={"B400S":B400S,"B500S":B500S} # Bar areas in square meters. Fi6=0.28e-4 Fi8=0.50e-4 Fi10=0.79e-4 Fi12=1.13e-4 Fi14=1.54e-4 Fi16=2.01e-4 Fi20=3.14e-4 Fi25=4.91e-4 Fi32=8.04e-4 Fi40=12.56e-4
Ec_exp = 10 * 1e9 fy_exp = 526e6 Es_exp = 197 * 1e9 As_calc = ro_exp * width * depth #reinforcement area in the cross-section feProblem = xc.FEProblem() preprocessor = feProblem.getPreprocessor # Materials definition concrAux = EHE_materials.HA25 #parameters only for the compression branch #Reinforcing steel. rfSteel = concrete_base.ReinforcingSteel(steelName='rfSteel', fyk=fy_exp, emax=0.08, gammaS=1.15, k=1.05) rfSteel.Es = Es_exp steelDiagram = rfSteel.defDiagK( preprocessor) #Definition of steel stress-strain diagram in XC. #Parameters for tension stiffening of concrete paramTS = concrete_base.paramTensStiffness(concrMat=concrAux, reinfMat=rfSteel, reinfRatio=ro_exp, diagType='K') paramTS.E_c = Ec_exp #concrete elastic modulus paramTS.f_ct = fct_exp #concrete tensile strength paramTS.E_ct = Ec_exp #concrete elastic modulus in the tensile linear-elastic range paramTS.E_s = Es_exp
"""Fctm: mean tensile strength [Pa][+] (according to ACI 318-14 R14.3.2.1 ) """ return 5.0*self.getLambdaSqrtFck() # ACI concretes A36M= ACIConcrete(concreteName="A36M",fck=-20e6,gammaC=1.667) #???? c3000= ACIConcrete(concreteName="C3000",fck=-3000*toPascal,gammaC=1.667) c3500= ACIConcrete(concreteName="C3500",fck=-3500*toPascal,gammaC=1.667) c4000= ACIConcrete(concreteName="C4000",fck=-4000*toPascal,gammaC=1.667) # Reinforcing steel. A615G60= concrete_base.ReinforcingSteel(steelName="A615G60", fyk=415e6, emax=0.08,gammaS=1.15) A706G60= concrete_base.ReinforcingSteel(steelName="A706G60", fyk=415e6, emax=0.08,gammaS=1.15) #Bar areas in square meters. num2Area= 32e-6 num3Area= 71e-6 num4Area= 129e-6 num5Area= 200e-6 num6Area= 284e-6 num7Area= 387e-6 num8Area= 509e-6 num9Area= 645e-6 num10Area= 819e-6 num11Area= 1006e-6
C60= EC2Concrete("C60-75",-60e6,1.5) C70= EC2Concrete("C70-85",-70e6,1.5) C80= EC2Concrete("C80-95",-80e6,1.5) C90= EC2Concrete("C90-105",-90e6,1.5) concrOfName={"C12-15":C12,"C16-20":C16,"C20-25":C20,"C25-30":C25,"C30-37":C30,"C35-45":C35,"C40-50":C40,"C45-55":C45,"C50-60":C50,"C55-67":C55,"C60-75":C60,"C70-85":C70,"C80-95":C80,"C90-105":C90} # EC2 reinforcing steel. # # steelName: Name identifying the material. # fyk: characteristic value of the yield strength. # emax: maximum strain in tension # gammaS: partial factor for material. # k: fmaxk/fyk ratio S400A= concrete_base.ReinforcingSteel(steelName="S400A", fyk=400e6, emax=0.025,gammaS=1.15,k=1.05) S400B= concrete_base.ReinforcingSteel(steelName="S400B", fyk=400e6, emax=0.05,gammaS=1.15,k=1.08) S400C= concrete_base.ReinforcingSteel(steelName="S400C", fyk=400e6, emax=0.075,gammaS=1.15,k=1.15) S450A= concrete_base.ReinforcingSteel(steelName="S450A", fyk=450e6, emax=0.025,gammaS=1.15,k=1.05) S450B= concrete_base.ReinforcingSteel(steelName="S450B", fyk=450e6, emax=0.05,gammaS=1.15,k=1.08) S450C= concrete_base.ReinforcingSteel(steelName="S450C", fyk=450e6, emax=0.075,gammaS=1.15,k=1.15) S500A= concrete_base.ReinforcingSteel(steelName="S500A", fyk=500e6, emax=0.025,gammaS=1.15,k=1.05) S500B= concrete_base.ReinforcingSteel(steelName="S500B", fyk=500e6, emax=0.05,gammaS=1.15,k=1.08) S500C= concrete_base.ReinforcingSteel(steelName="S500C", fyk=500e6, emax=0.075,gammaS=1.15,k=1.15) S550A= concrete_base.ReinforcingSteel(steelName="S550A", fyk=550e6, emax=0.025,gammaS=1.15,k=1.05) S550B= concrete_base.ReinforcingSteel(steelName="S550B", fyk=550e6, emax=0.05,gammaS=1.15,k=1.08) S550C= concrete_base.ReinforcingSteel(steelName="S550C", fyk=550e6, emax=0.075,gammaS=1.15,k=1.15)
ACI 318-14 R14.3.2.1 ) """ return 5.0 * self.getLambdaSqrtFck() # ACI concretes A36M = ACIConcrete(concreteName="A36M", fck=-20e6, gammaC=1.667) #???? c3000 = ACIConcrete(concreteName="C3000", fck=-3000 * toPascal, gammaC=1.667) c3500 = ACIConcrete(concreteName="C3500", fck=-3500 * toPascal, gammaC=1.667) c4000 = ACIConcrete(concreteName="C4000", fck=-4000 * toPascal, gammaC=1.667) # Reinforcing steel. A615G60 = concrete_base.ReinforcingSteel(steelName="A615G60", fyk=415e6, emax=0.08, gammaS=1.15) A706G60 = concrete_base.ReinforcingSteel(steelName="A706G60", fyk=415e6, emax=0.08, gammaS=1.15) # A108 and A29 material properties per AWS D1.1, 2006, Table 7.1, TypeB A108 = concrete_base.ReinforcingSteel(steelName="A108", fyk=351.63276e6, emax=0.08, gammaS=1.15, k=65.0 / 51) A29 = concrete_base.ReinforcingSteel(steelName="A29", fyk=351.63276e6, emax=0.08, gammaS=1.15,
# Aciers SIA (tableau 5 SIA-262: propriétés de l'acier d'armature passive) # Valeurs de calcul selon le tableau 9, chiffre 4.2 de SIA-262 # acier B500A: fsk=500MPa,, k=ftk/fsk>=1,05,, epsuk>=2,5% # fsd=435MPa,, ks=1,05,, epsud=2,0% # acier B500B: fsk=500MPa,, k=ftk/fsk>=1,08,, epsuk>=5,0% # fsd=435MPa,, ks=1,08,, epsud=4,5% # # steelName: Name identifying the material. # fyk: Characteristic value of the yield strength. # emax: maximum strain in tension # gammaS: Partial factor for material. # k: fmaxk/fyk ratio B500A = concrete_base.ReinforcingSteel(steelName='B500A', fyk=500e6, emax=0.02, gammaS=500 / 435.0, k=1.05) B500B = concrete_base.ReinforcingSteel(steelName='B500B', fyk=500e6, emax=0.045, gammaS=500 / 435.0, k=1.08) B500C = concrete_base.ReinforcingSteel(steelName='B500C', fyk=500e6, emax=0.065, gammaS=500 / 435.0, k=1.15) B700B = concrete_base.ReinforcingSteel(steelName='B700B', fyk=700e6, emax=0.045,