MODELING OF CONCRETE MATERIALS AND STRUCTURES Kaspar...
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Transcript of MODELING OF CONCRETE MATERIALS AND STRUCTURES Kaspar...
MODELING OF CONCRETE MATERIALS AND STRUCTURES
Kaspar Willam, University of Colorado at BoulderIn cooperation with Bernd Koberl, Technical University of Vienna, Austria.
Class Meeting #6: Tension Softening vs Tension Stiffening
Smeared Crack Approach: Plastic Softening (isotropic case)
Axial Force Member in Tension and Compression: Snap-Back Effect
Cross-Effect: Lateral Confinement due Mismatch in 3-D
Tension Stiffening: Debonding in Reinforced Concrete
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING AND APPARENT DUCTILITY
Tensile Cracking:Smeared Crack Approach vs Plastic Softening.
Axial Force Problem:Serial Structure-Localization in Weakest Link.
Localization of Axial Deformation:Snap-Back and 3-D Cross-Effect when elastic energy release exceedsdissipation in softening domain.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
Tensile Failure of Axial Force Member:
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
1-D PLASTIC HARDENING/SOFTENING
Elastic-Plastic Decomposition:
ε = εe + εp where εe =σ
E eand εp =
σ
Ep
Consequently,
ε =σ
E e+
σ
Ep=
σ
Etan
Elastoplastic Tangent Stiffness Relationship:
σ = Etanε where Etan =EeEp
Ee + Ep
Note: Etan = −∞when Ecrit
p = −Ee.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
3-D PLASTIC SOFTENING
Rankine Criterion for Tension Cut-Off: FR(σσσ, κ) = σ1 − ft(κ) = 0
Associated Plastic Flow Rule: εεεp = λmmm where εp1 = λ sign(σ1)
Isotropic Strain Softening Rule: ft(κ) = ft + Epκ where −E < Ep < 0.
Plastic Consistency: FR(σσσ, κ) = σ1 − Epκ = 0.
Strain-driven Format: from κ = εp1 = λ we find λ = E
E+Epε1
Tangent Stiffness Format: σ1 = E[ε1 − λ] = Etanε1 where Etan =EEp
E+Ep
Fracture Energy Based Softening:
Ep = dσ1dε
p1
= dσ1
dufN
dufN
dεp1
= Kp s
where s = crack separation
GIf =
∫ f
u σ1dufN = 1
2ft ufcr
Critical Softening:Ecrit
p = Kcritp s = −Ee
or Kcritp = −Ee
s
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
WEAK ELEMENT IN AXIAL FORCE MEMBER
Snap-Back Analysis of Serial Structure:
Static Equilibrium: ∆σaxial = ∆σe = ∆σs
Total Change of Length of Axial Force Member: ∆` = ∆`e + ∆`s
∆` =∆σe
Ee`e +
∆σs
Es`s
and
∆σaxial =EeEs
Ee`s + Es`e∆`
Controllable Softening Range as long as:
Ee`s + Es`e > 0
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
Critical Size of Softening Zone for Snap-Back:
`crits = −Es
Ee`e
Note Snap-Back in spite of Constant Fracture Energy: Gf = const
0
1000
2000
3000
4000
5000
6000
0.0E+00 2.0E-05 4.0E-05 6.0E-05 8.0E-05 1.0E-04 1.2E-04
displacement [m]
forc
e [N
]
Gf = 100 NmLs=0,0095m=Ls,critGf = 100 NmLs=0.0448m>Ls,critGf = 100 NmLs=0.0077m<Ls,crit
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
Cohesive Interface Approach: Strong Discontinuity
∆σ =KsEe
Ee + Ks`e∆` snap-back when `e
crit = 2EeG
critf
f 2t
Note: `ecrit compares with characteristic length of Hillerborg et al.
Effect of different Gf values on Structural Softening:
0
200
400
600
800
1000
1200
1400
0.00E+00 2.00E-05 4.00E-05 6.00E-05
displacement [m]
forc
e [N
]
Gf = Gf,crit = 34Nm
Gf = 32Nm < Gf,crit
Gf = 50Nm > Gf,crit
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
Fracture energy-based softening: Linear vs Exponential Format
Mesh-size dependent softening modulus: Es = dσduf
duf
dεf= Kshel
0
1000
2000
3000
4000
5000
6000
0.00E+00 3.00E-05 6.00E-05 9.00E-05 1.20E-04
displacement [m]
forc
e [N
]
Gf=120Nm - linear softening DP Gf=120Nm - exp. softening DPGf=120Nm - linear softening - SC Gf=120Nm - exp. softening SC
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
3-D Cross Effects: of Damage-Plasticity Model in Abaqus
Displacement Continuity introduces lateral confinement
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
3-D Cross Effects Eliminated by Shear Slip and Loss of Bond
Insert zero shear interface elements between weak softening element and elasticunloading elements.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION SOFTENING
Cohesive Interface Elements Eliminate 3-D Cross Effects:
No lateral confinement due to loss of bond.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
MISMATCH AT PLASTIC SOFTENING-ELASTIC UNLOADING INTERFACE
• Perfect Bond: No Separation-Delamination:us
axial = ueaxial and us
lat = uelat with εs
lat = εelat
• Statics: σsaxial = σe
axial = σaxial
• Plastic Softening-Elastic Unloading in Axial Tension:
- Strain Rate in Plastic Softening Domain: εεεs = EEE−1s σσσ + εεεp
- Strain Rate in Elastic Unloading Domain: εεεe = EEE−1e σσσ
- Parabolic Drucker-Prager Yield Condition: F = J2 + αI1 − β = 0where α = 1
3[fc − ft] and β = 13fcft
- Associated Plastic Flow Rule: εεεp = λmmm = λ[sss + α111]
- Lateral Plastic Strain Rate: εlat = λmlat = λ[13(σslat − σaxial) + α]
• Elastic-Plastic Mismatch due Axial Tension:Introduces lateral contraction in softening domain:
σslat =
νsEe − νeEs
Ee(1− νs) + Ls
LeEs(1− νe)σaxial − λEe[
1
3(σs
lat − σaxial) + α]
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
BIMATERIAL INTERFACE CONDITIONS
Perfect Bond:
[|uN |] = ueN − us
N = 0 and [|tN |] = teN − ts
N = 0
Weak Discontinuities: all strain components exhibit jumps across interfaceexcept for εe
TT = εsTT restraint.
Note: Jump of tangential normal stress, σeTT 6= σs
TT .
Imperfect Contact:
[|uN |] = ueN − us
N 6= 0 whereas [|tN |] = teN − ts
N = 0
Strong Discontinuities: all displacement components exhibit jumps acrossinterface.
Note: FE Displacement method enforces traction continuity in ‘weak’ senseonly, hence [|tN |] 6= 0.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
Issue of Material vs Structural Response:
Axial Force Member: compression response of weak element
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
Full 3-D Cross Effect:
Lateral confinement introduces uniform triaxial state of stress (elastic if no cap)
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
3-D Cross Effect: Confinement Introduces Elastic Triaxial Compression
No softening of Damage-Plasticity Model in Abaqus because of missing cap.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
Reduction of 3-D Cross Effect:
Cohesive Interface Elements: eliminate lateral confinement
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
Cohesive Interface Elements Eliminate 3-D Cross Effects
Localization of compression failure in weak element.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
COMPRESSION SOFTENING
Snap-Back due Localization of Compression Failure in Weak Element
Cohesive Interface elements eliminate lateral confinement.
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System: Full Bond
Kinking iff embedded rebar has no shear and bending stiffness
(Avg: 75%)PE, PE33
+6.352e−06+5.290e−03+1.057e−02+1.586e−02+2.114e−02+2.643e−02+3.171e−02+3.699e−02+4.228e−02+4.756e−02+5.285e−02+5.813e−02+6.341e−02
1
2
3
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System: Full Bond
Mesh Effect for Constant Fracture Energy: Gf = const.
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0 0.0004 0.0008 0.0012 0.0016 0.002
displacement [m]
forc
e [N
]
single - rebar
1x1 Gf=32Nm
4x4 sym Gf=32Nm eq.ef=0.0026 [-]
8x8 sym Gf=32Nm
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System: Full Bond
Mesh Effect for Constant Cracking Strain: εf = const.
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0 0.0004 0.0008 0.0012 0.0016 0.002
displacement [m]
forc
e [N
]
single rebar
1x1sym ef=0.0026 [-]
4x4 sym ef=0.0026 [-] eq. Gf=32Nm8x8 sym ef=0.0026 [-]
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System: Full Bond
Regular crack spacing ‘independent’ of mesh size.
(Avg: 75%)PE, PE33
+6.352e−06+5.290e−03+1.057e−02+1.586e−02+2.114e−02+2.643e−02+3.171e−02+3.699e−02+4.228e−02+4.756e−02+5.285e−02+5.813e−02+6.341e−02
1
2
3
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Local Study of Stress Transfer in Segment between Adjacent Cracks:
Effect of fracture energy mode II for modeling shear debonding.
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0 0.00025 0.0005 0.00075
displacement [m]
forc
e [N
]
GfII = 10xGfI
GfII = GfI
naked steel
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System near Center Crack
Shear transfer in steel rebar (von Mises)
(Avg: 75%)S, Mises
+6.000e+04+6.133e+04+6.267e+04+6.400e+04+6.533e+04+6.667e+04+6.800e+04+6.933e+04+7.067e+04+7.200e+04+7.333e+04+7.467e+04+7.600e+04
+0.000e+00
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System near Center Crack
Shear transfer in concrete (von Mises stress)
(Avg: 75%)S, Mises
+0.000e+00+5.833e+01+1.167e+02+1.750e+02+2.333e+02+2.917e+02+3.500e+02+4.083e+02+4.667e+02+5.250e+02+5.833e+02+6.417e+02+7.000e+02+7.600e+04
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
TENSION STIFFENING
Stress Transfer of Parallel System near Center Crack
Axial stress transfer at steel-concrete interface
4.30E+084.40E+084.50E+084.60E+084.70E+084.80E+084.90E+085.00E+085.10E+085.20E+085.30E+08
0 0.03 0.06 0.09 0.12 0.15
length of the specimen [m]
stre
ss in
reba
r[N/m
²]
0.00E+00
5.00E+05
1.00E+06
1.50E+06
2.00E+06
2.50E+06
3.00E+06
3.50E+06
4.00E+06
4.50E+06
stre
ss in
con
cret
e[N
/m²]
SM of rebar S33 of concrete
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007
CONCLUDING REMARKS
Main Lessons from Class # 6:
Tension Softening vs Tension Stiffening:Both Serial and Parallel Systems Exhibit Snap-Back Conditions.
Loss of Bond at Weak Element Interface:Loss of Triaxial Confinement-No Cross Effects
Loss of Bond at Steel-Concrete Interface:Tensile Cracking Followed by Shear Debonding
Class #6 Concrete Modeling, UNICAMP, Campinas, Brazil, August 20-28, 2007