advanced constitutive model for bituminous materials: a ... · 3 d formalism η1(Τ) ηn (Τ) •...
TRANSCRIPT
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Advanced constitutive model for bituminous
materials: materials: a research challenge for g f
road engineering
Prof. Hervé Di Benedetto
ICPT Sapporo 07/08
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OutlineOutline
• Introduction: bituminous materials and sollicitations • Introduction: bituminous materials and sollicitations on road
• Types of behaviour for bituminous materialsTypes of behaviour for bituminous materials
• The DBN model (thermo-visco-elastoplastic)
• Focus Focus Linear domain: Viscoelasticity (LVE)
Time-temperature superposition principle
• Importance of the type of behaviour: examples of numerical simulations
• Conclusion
2
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Paris
Lyon.
3
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Bitumen, mastic, bituminous mixture
Complex thermo-viscoplastic behaviour
• Bitumen: from fluid to brittle solidbehaviour
M i h “ l ”• Mastic : the “glue”Bitumen + fines (< 100μm)
• Bituminous mixture : used on roadAggregates: 80% to 85% in volume
(92% to 96% in weight)
4
(92% to 96% in weight)Bitumen: 12% to 20% in volume
(4% to 8% in weight)
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Stress path I f l ( )
0.6 q (Mpa) z=-5 cmA3
Principal stress
In surface layer(s)
0.3
q (Mpa)z=-15 cmz=-25 cm
3
A2
B1
Bituminous layer(s) 25
0p (Mpa)
A1B3 B2
Bituminous layer(s)cm
-0.3 0 0.3 0.6
Rotation of axes
30
60
90Angle (°) z=-5 cm
z=-15 cmz=-25 cm
Rotation of axesB1
B3B2
-60
-30
0-0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6 0.8
z 25 cm
Isotropic and Elastic (Alisé LCPC)
B32
5-90
60
Distance from the center of the wheel (m)Cycles &Rotation of axes
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Important aspects for bituminous layersImportant aspects for bituminous layers
Stiffness and evolution with time & temperatureFatigue and damage law evolutionFatigue and damage law evolutionPermanent deformation and accumulation of this deformationCrack and crack propagation in particular atCrack and crack propagation, in particular at low temperature
different “types or domains” of behaviour for6
different types or domains of behaviour forbituminous mixtures
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Domains of behaviour(Di B d 90)(Di Benedetto 90)
|ε|LogFailure
|ε|Log
Influence of
+ coupling T-M 5
-2 Nonlinear
Permanent deformationif stress tests from 0
temperature
3
-4
linearDeformability
32Always great influence of Temperature and loading rate4
Linear viscoelaticity
LVE FATIGUE
41
Log(N)1 2 3 4 5-6
6
LVE FATIGUE
7Bituminous mixtures
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Fundamental design methodTime increment
Mechanical - Empirical
Geometry Traffic Climate
Mechanical Empirical
Material propertiesResponse calculation
Elastic Behaviour
Sress & strain: σ, ε Rheologyfuture
Need a powerful
Performance model
gy
Need a powerful constitutive modelDamage increment: ΔD
8Cumulative damage: Σ(ΔD)
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Behaviour and associated phenomenap• Linear viscoelasticity• Non linearity 1, 2• Non linearity• Fatigue• Healing Failure
|ε|Log
Influence of
+ coupling T-M 5
,
4g• Thixotropy• Crack propagation
-4
-2 Nonlinear
Deformability
Permanent deformationif stress tests from 0
Influence oftemperature
32
4
3• Permanent deformation• Brittle failure• Vi l ti fl
Log(N)1 2 3 4 5-6
4
6
Linear viscoelaticity
LVE FATIGUE
41
3
2 3• Viscoplastic flow• Thermo-mechanical coupling
2, 3
3, 5
• 3 D formalism /one D1,2,3,5TSRS Test
9Calculation stress path in road
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DBN (Di Benedetto – Neifar) Model: Thermo-visco plastic
• Introduces non linearity and irreversibility but gives a linear behaviour in the small strain domain (asympyotic behaviour)
• Respects the time – temperature superposition i i l ( i th li d i )principle (even in the non linear domain)
10
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One-dimensional formalism of the DBN Model
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Generalisation of generalised KV body
EinfE1 E2 Ei En
η0
Generalisation
η1 η2 ηi ηn
For any material
) E P1
V
EP0 Vn+1
E Pna)
V1 Vn
12→ Choice of EP and V for mixes
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Model For Bituminous mixturesModel For Bituminous mixturesDBN model (Di Benedetto, Neifar)
EPEPEP1E0EPnEP1E0EPn
(Τ) (Τ)(Τ) (Τ)
Instantaneousstrain/stress
& brittle η1(Τ) ηn (Τ)η1(Τ) ηn (Τ)& brittle
Each EP body behaves as a non cohesive granularEach EP body behaves as a non cohesive granular material
Δ Δσ εf ( )13
Δ Δσ εj jf= h( )
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Behaviour of EPi body: generalisation of the M i lMasing rule
EP EPEP EP
σnv
η (Τ)
EP1E0EPn
η (Τ)η (Τ)
EP1E0EPn
η (Τ)si+
Vi i l di f+
η1(Τ) ηn (Τ)η1(Τ) ηn (Τ)
Ei1
Virgin loading curve f
ssio
n
Each EPi :Ei
Ei 1
Ei
E
1
i
1
Ei
1
Ei1 Com
pres si
+
si- = -k si
+
1 1
EiEi ε
nsio
n
14 si-
Virgin unloading curve f-
Ten
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Three-dimensional formalism of the DBN Model
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EP1E0EPnEP1E0EPn
3 D formalismη1(Τ) ηn (Τ)η1(Τ) ηn (Τ)
3 D formalism
• Elastoplastic 3D model for EPi
• For viscous branch: only one scalar equation and a scalar equation and a mapping rule
S ti D ithSame equation 1D with:
andv v vp vpσ σ ε ε→ →& &
Mapping rule : direction of d(σf)
and v v vp vpσ σ ε ε→ →
16 Di Benedetto et al 07
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Model calibrationCalibration for small strainCalibration for small strain
Linear viscoelastic (LVE) behaviourComplex modulus testsDetermination of moduli Ej, Gi and viscosities ηj
≠ fr & ≠ T j, i ηj
Calibration at failure (in the ductile domain).Viscoplastic behaviorFailure criterion (Di Benedetto)
≠ ε & ≠ T .
dDetermination of limits sj+ et sj
-
Calibration at failure (in the brittle domain)Not treated
Calibration at failure (in the brittle domain)Brittle failure at low temperature / high rateF il i i
17Failure criterionDetermination of brittle limits
≠ T
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Linearity domain (Bituminous mix)Non linearity
1|E*|/|E*0|
LGM, fréquence=2.5 HzFrequency 2.5 Hz
TemperatureLinearity domain (90%)0.8
0.9qFrequency 2.5 Hz
Temperature( )
~ VEL behaviour
0.7
In the roadbehaviour
0.5
0.6
89%, 5°C 89%, 23°C 89%, 41°C
In the road
0 3
0.493%, 5°C96%, 5°C
93%, 23°C
96%, 23°C
93%, 41°C
96%, 41°CDoubbaneh 920.3
10 100 1000Strain amplitude ε0 (10+6 m/m)
HDB 18
Tension/compression cyclic tests at same frequency and different ε0
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Linearity domain (Binders & mixes) 3 4
3.6
3.8
4
MPa
)
1E+0850 d 50 d
2.6
2.8
3
3.2
3.4
mpl
ex M
odul
us (M Go*
0.95 Go*
1E+06
1E+07
mic
rost
rain
) 50 pen - unaged 50 pen - agedMortar - 50 pen HRA - 50 penDBM - 50 pen
i li i
T
2
2.2
2.4
0.1 1 10Shear Strain (percent)
Com
1E+03
1E+04
1E+05
trai
n Li
mit
(m LVE strain limit
Mixtures(p )
1E+01
1E+02
1E+02 1E+03 1E+04 1E+05 1E+06 1E+07 1E+08 1E+09 1E+10 1E+11
LVE
St
LVE strain limits for 50 pen bitumen
Airey et al: IJRMPD 3/2003
Binders
1E 02 1E 03 1E 04 1E 05 1E 06 1E 07 1E 08 1E 09 1E 10 1E 11
Complex Modulus (MPa)
1E+07
1E+08
rain
) Radial SBS PMB - unagedRadial SBS PMB - agedM t di l SBS PMB
for 50 pen bitumen and mixtures
T
1E+05
1E+06
mit
(mic
rost
r Mortar - radial SBS PMBHRA - radial SBS PMBDBM - radial SBS PMB
T
1E+02
1E+03
1E+04
VE S
trai
n Li
m
LVE strain limits for radial SBS PMB
d i t
MixturesBinders
HDB 19
1E+011E+02 1E+03 1E+04 1E+05 1E+06 1E+07 1E+08 1E+09 1E+10 1E+11
Complex Modulus (MPa)
LV and mixturesAirey et al: IJRMPD 3/2003
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Linear case (small strain domain)Linear case (small strain domain)
EP1E0EPnEP1E0EPn
η1(Τ) ηn (Τ)η1(Τ) ηn (Τ)
No plastic deformation l ti li t Me
20
elastic compliance tensor M i
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Mapping rule (linear case)
σklσ(t)
σ σf(t).σklσ(t)
σ σf(t).σf(t).
kl
σv(t)
σ σ (t)
σ(t).kl
σv(t)
σ σ (t)σ (t)
σ(t).σ(t).
σf(t)
( )
σfσf(t)
( )
σf
σijσij
Isotach case(Bituminous materials)(Bituminous materials)
σv and dσf have the
21same direction
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Callibration in the small strain Callibration in the small strain domain : linear viscoelasticity
• Sinusoidal loading interpretation in the g pfrequency domain : Complex parameters (E*, G*, ν*), )
22
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EP 1 E 0 EP n
Calibration for the small strain domain for E
η 1(T) ηn(T)
(Linear Visco-Elasicity)
&
3 Dim caseCreep functionη1 (T) ηn(T)⇒
E1 En
E0-E00ν1 νn
ν00 & ν0( ) hF t at=
Creep function
* ( )( )
( 1)
hiE
h
wtw
-
=GE0
E00 k
hParabolic
νi( 1)a hG +
110 11
−
⎟⎞
⎜⎛
η1(T) η n(T)
Optimisation η
h
0
10
1 )T( E1
E1E* ⎟⎟
⎠
⎞⎜⎜⎝
⎛η+
+= ∑=j ωi jj
* 0 00E E−
Optimisation 2S2P1D(7 constants)
+ 2
Time-Temperature
* 0 0000 k h 1
E EE ( ) E
1 ( ) ( ) ( )i
i i iωτ
δ ωτ ωτ ωβτ− − −= +
+ + +
+ 2
23
Time Temperatureprinciple(W.L.F.)
ηj(T) = ηj(T0) aT τ(T) = τ0(T0) aT
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2S2P1D in 3Dim model (Di Benedetto et al 2007)(Di Benedetto et al, 2007)
1hk0
0*
)()()(1EEE)(E −−−
∞
+++−
+=ωβτωτωτδ
ωτiii
i)()()( β
* 0 000 k h 1( )
1 ( ) ( ) ( )i
i i iν ν ν
υ υυ ωτ υ
δ ωτ ωτ ωβτ− − −−
= ++ + +
&
E00, E0 , ν00, ν0 δ, τ, η, h, k & time-temperature superposition principle (C & C )
( ) ( ) ( )ν ν νβν00 & ν0
E0-E00
♦modelling of binders mastics & mixes
superposition principle (C1 & C2) 11 constants
E00 k
h
♦modelling of binders, mastics & mixes♦allows the introduction of a prediction formula providing the mix complex
η
h formula providing the mix complex modulus and mix Poisson’s Ratio from binder ones
24
ηNo simple analytical expression in
the time domain
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Two devices for bituminous materials: mixes, mastics & bitumenmaterials: mixes, mastics & bitumen
T/C test (2 types)Focus on small strain
T/C test (2 types)H=160mm, φext=80mm
Annular Shear RheometerRheometer (ASR)
• Local strain measurements from some 10-6 to some 10-2
• High stress and strain resolutions• High stress and strain resolutions• precise loading conditions• Temperature control
25
e pe atu e co t o• Sinusoidal loading up to 10Hz H=40mm, φext=105mm, th=5mm
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Kind of tests and measurementsLVE Theory
Tension/compression( ) sin( )t ts s f= +A i l t
Complex Young’s modulus
1 01( ) sin( )t te e w=1 01( ) sin( )t ts s w f= +Axial stress
Axial strainE*=(σ01/ε01) ejφ
2 02( ) sin( )t t ne e w f= - +Radial strain Poisson’s ratio ν*=(ε01/ε02) ejφν( 01 02)
3D approachAnnular Shear RheometerAnnular Shear Rheometer
0( ) sin( )t t tt t w f= +Shear stress( ) i ( )t tSh t i
Shear modulus G* ( / ) jφ
26
0( ) sin( )t tg g w=Shear strain G*=(τ0/γ0) ejφτ
1D approach
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Validation of the time-Temperature superposition principle superposition principle
(linear domain)
27
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104
105
Tref = 10°C aTE
50
60
70 -18.5°C -8.4°C 0.1°C
E*
103
10
-18.5°C-8 4°C(M
Pa)
30
40
50 10.1°C 20.3°C 30.8°Cmaster curve(°
)
102
8.4 C 0.1°C 10.1°C 20.3°C30 8°C
|E*|
(
10
20
φ E
10-4 10-3 10-2 10-1 100 101 102 103 104 105 106101
30.8 C master curve
aT * frequency (Hz)10-4 10-3 10-2 10-1 100 101 102 103 104 105 106
0 Tref = 10°C
aT * frequency (Hz)
aTEBBSG - M1B9
T q y ( ) T q y ( )
0 45
0.50
0.55 -18.5°C -8.4°C 0.1°C10 1°C
0
2 -18.5°C 20.3°C -8.4°C 30.8°C 0.1°C master curve10 1°C a
ν*Bituminous mixture: BBSG
0 35
0.40
0.45 10.1°C 20.3°C 30.8°C master curve
|ν*|
-2
φ ν (°)
10.1 C aTνBituminous mixture: BBSG
0 25
0.30
0.35
-6
-4
28 10-4 10-3 10-2 10-1 100 101 102 103 104 105 106
0.25Tref = 10°C
aT * frequency (Hz)
aTν
10-4 10-3 10-2 10-1 100 101 102 103 104 105 106
-6Tref = 10°C
aT * frequency (Hz)
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Bitumen (B 50/70) : master curves
29
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Shift factor : aT
Close shift factor for E* and ν∗; fixed by the binder
Binder E*Binder ν*
Mastic E*Mastic ν*
1( )log RT
C T Ta − −=
Binder νMix E*
Mastic ν
2log
( )TR
aT T C− +
30
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Prediction of the mix VEL behaviour from binderfrom binder
31
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Prediction of the mix VEL behaviour from binder : complex modulusbinder : complex modulus
0_mix* * EE ( ) E E (10 )T Tαω ω= +
E
mix 00_mix binder0_binder
E ( , ) E E (10 , )E
T Tω ω= +
3 constantsE2 3 constants
translationΕ*mix(10−αω,T)
Ε*binder(ω,T)E1
E EE32
E∞_binder E∞_mixE0_mix
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Prediction of the mix VEL behaviour from bi d P i ’ tibinder : Poisson’s ratio
**00 _00 ( ) E( ) mix mixE ii ωτν ωτ ν −−
=0 00 0 _ 00 _Emix mixEν ν− −
2 constants
• 5 constants to obtain the 3D mix behaviour
2 constants
5 3from the binder one
• Verified by 2S2P1D (and DBN) if 6 parameters Verified by 2S2P1D (and DBN) if 6 parameters are the same for binder and mix:
δ η h k C & C
33
δ, η, h, k, C1 & C2
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Examples of simulations : 2S2P1D & l k b b d dDBN & link between binder and mix
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Modelling E and ν : BBSG (M1A2)
N li d t f E d1,20
Normalised master curves for E and νratio
0 80
1,00*
0( ) EE iωτ −
0,60
0,8000 0EE −
*0( )iν ωτ ν−
0,40
0
00 0
( )ν ν−
Model
0 00
0,20Model
0,001,E-06 1,E-04 1,E-02 1,E+00 1,E+02 1,E+04 1,E+06 1,E+08 1,E+10
aT fr
35E0 (MPa) Einf (MPa) k h Delta Tau Beta ν0 ν∞50 40000 0,21 0,58 1,9 8,00E-01 20 0,42 0,19
ConstantsT
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PMB3open-graded mix
mix (50/70 BBSG)
Bitumen mastic 48%
open graded mix
BitumenMastic 32%Mastic 48%Open- graded mixMi (BBSG) bitumen
mastic 32%s c 8%
Mix (BBSG)2S2P1D
bitumen
PMB3BitumenMastic 32%Mastic 48%Open- graded mixMix (BBSG)Mix (BBSG)2S2P1D
E l ti ith Evolution with granular concentration
36
concentration
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prediction from bitumen dataPrediction
(from f i )
mix data
transformation)
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G*(ω) = G0 + G∞ − G0
1 + δ(iωτ)-k + (iωτ)-h + (iωβτ)-1 2S2P1D Parameters ( ) ( ) ( β )
4 constant parameters:k h δ β
Master curve, Tr = 10° C
1.E+10
1.E+11
k, h, δ, βOnly 3 parameters function of the aggregate 1.E+06
1.E+07
1.E+08
1.E+09G
*| (
Pa)
B5070M5070CDMX30 gg g
structure (filler concentration,.):G0 G τ0
1.E+02
1.E+03
1.E+04
1.E+05
|G M5070CDMX40M5070CDMX50M5070CDMX55Mix 50/702S2P1D Model
Material G0 (Pa) G∞ (Pa) k h δ τ0 = τ (10°C) β
B5070 0 9 50E+08 0 21 0 55 2 3 9 18E 05 450
G0, G∞, τ01.E-08 1.E-06 1.E-04 1.E-02 1.E+00 1.E+02 1.E+04 1.E+06 1.E+08aT.frequency (Hz)
B5070 0 9.50E+08 0.21 0.55 2.3 9.18E-05 450
M5070U100µ30 150 1.85E+09 0.21 0.55 2.3 1.40E-04 450
M5070U100µ40 250 4.10E+09 0.21 0.55 2.3 1.73E-04 450
HD
M5070U100µ50 350 6.30E+09 0.21 0.55 2.3 1.83E-04 450
M5070U100µ55 2000 8.80E+09 0.21 0.55 2.3 2.18E-04 450
Mix 50/70 6.00E+07 1.40E+10 0.21 0.55 2.3 7.00E-02 450HDB 38
Mix 50/70 6.00E+07 1.40E+10 0.21 0.55 2.3 7.00E 02 450
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Generalisation of the Time-Temperature f psuperposition principle
• Linear domainDifferent experimental validations already shown: p yvalidity in 3 dim & same aT for E* and ν∗
• Non linear domain Cyclic compression & cyclic tension test
• High frequenciesHigh frequenciesBack analysis of wave propagation (linear domain)
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Waves propagation
• Back analysis
*
Impact Wave propagation
*(1 )1(1 )(1 2 )( )
p
EC
ν
φ ν ν ρ
−=
+ −
10
0 20 40 60 80 100 120 140
10
( )( )cos( )2φ ρ
4
6
8
10
4
6
8
10
Capteur 1 Capteur 2
Wave arrival
piezoelectric sensors4
-2
0
2
4
-2
0
2
piezoelectric sensors
-10
-8
-6
-4
-10
-8
-6
-4
Wave departure
400 20 40 60 80 100 120 140
Temps (μs)
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Waves propagation WaveWaves propagation
Master curve |E0,0TREF °C ENTPE3-2
Wavef=30kHz
|1,E+05
0,8- 19°C
26°C
1,E+04
Pa
)
51,4
40,9
30,2
42°C
°1,E+03
|E*|
(M
P 30,2
20,8
11,6
T (°C)
1,E+02 -9,9
-20,1
1,E+01
1,E-09 1,E-07 1,E-05 1,E-03 1,E-01 1,E+01 1,E+03 1,E+05 1,E+
41
a T . frequency (Hz)
Complex modulus test
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Wave propagation: master curveWave propagation: master curve
Wave propagation : ~ 30 kHz• Master curve (shift aT)
1,E+04
1,E+05p p g
Classical tests (< 10 Hz) - 19°C26°C
42°C
1,E+03
| (M
Pa)
Modeling (DBN)
42°C
1,E+01
1,E+02
|E*
2S2P1DENTPE3-2test 26°Ctest -19°C
1,E+001,E-11 1,E-08 1,E-05 1,E-02 1,E+01 1,E+04 1,E+07 1,E+10
test 42°CTref = 0°C
aT . frequency (Hz)
Moduli & Validation of the t-T at high frequency
42
g q y
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Importance to chose an appropriate Importance to chose an appropriate model for simulation
Elasticity versus Viscoelasticity
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Elasticity versus ViscoelasticityElasticity versus Viscoelasticity
• FEM calculation of the 5 point bending test (french standard NF P 98-286) use to study fatigue of mixtures surfacing on orthotropic steel briges
Millau Bridge
343 meters
2460 meters
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Identified problem for ortotropic bridgesIdentified problem for ortotropic bridges
crackmaximum tensile strain
crackat the top of the bituminous surfacing
bituminous mix
supporting line deck plate
Trough web
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5 point bending test (principle)Shoes with rubber
cyclic loading 4 Hz
web
steel plate weldsPP
Critical zone (crack)
46 tensionCompression
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FEM CalculationS l d li h li l i i i• Steel and sealing sheet : linear elastic isotropic
• Mix surfacing (isotropic)El i ( d l fi d b d f )Elastic (modulus fixed by temperature and frequency)
Viscoelastic with ν (Posson’s ratio) constant
Viscoelastic with ν function of time (DBN model with 20 Viscoelastic with ν function of time (DBN model with 20 elements)
65 mm 65 mm130 mm 130 mm190 mm
i ( )i ( )P (Figure 6)
e = 60 mm
P (Figure 6)
bituminous
P sinus (4 Hz) P sinus (4 Hz)
e = 60 mm
e = 12 + 3 mm33 mm
mix
steelt
sealing sheet
10 mm12 mm
10 mm
support
47
20 mm20 mm 230 mm 230 mm2*34+12 mm
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FEM Calculation 2.02.42.8
t=0s LVE1 (10°C) LVE2 (30°C)
FEM Calculation
Calculation at point « A » 0 40.81.21.6 T=10°C
t=10000scycle n°40000
MPa
)
T=30°Ct=10000scycle n°40000
10 °CCalculation at point « A »
-0 8-0.40.00.4
σ (M
10 C
30 °CBig difference
2 42.8
LE1 (10°C) -4000 -3000 -2000 -1000 0 1000-1.6-1.20.8
T=10°C; t=41sT=30°C; t=0.1s
Elastic
Viscoelastic
g
1.21.62.02.4 LE1 (10 C)
LE2 (30°C) ε (10-6)Elastic
10 °Cy A
0.00.40.8
σ (M
Pa)
30 °C
x
yσxx→ σεxx → ε
A
B
1 6-1.2-0.8-0.4 No compression in the
Linear Elastic (LE) case
B
48-4000 -3000 -2000 -1000 0 1000
-1.6
ε (10-6)
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FEM Calculation (30°C)
P ~
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- Powerful constitutive law for
bituminous materials &
Implementation for road calculation - Implementation for road calculation
and design
A research challengeA research challenge
With i t t ti l i li tiWith important practical implication
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Thank Youどうも ありがとう
Thank You
Merciどうも ありがとう!
Merci
H é Di B d ttHervé Di BenedettoENTPE/CNRSSC indexed
journal
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Some publications on the DBN Model
NEIFAR M., DI BENEDETTO H., :Thermo-viscoplastic law for bituminous mixesp fInt. Jl Road Materials and Pavement Design, Vol 2, pp. 71-95, N°1/2001.
OLARD F., DI BENEDETTO H.OLARD F., DI BENEDETTO H.The “DBN” Model : A Thermo-Visco-Elasto-Plastic Approach for Pavement Behavior Modeling. Application to Direct Tension Test and Thermal Stress Restrained Specimen Test Journal of the AAPT 33 p 2005Thermal Stress Restrained Specimen Test, Journal of the AAPT, 33 p., 2005
DI BENEDETTO H., NEIFAR M., SAUZEAT C. and OLARD F.Three dimensional thermo viscoplastic behaviour of bituminous materials:Three-dimensional thermo-viscoplastic behaviour of bituminous materials: the DBN model, Int. Jl Road Materials and Pavement Design, Vol. 8, N°2, pp. 285-316, 2007
DI BENEDETTO H., DELAPORTE B., SAUZEAT C,. Three-dimensional linear behavior of bituminous materials: experiments
52
and modeling, ASCE jl of Geomechanics, Volume 7, N°2, pp. 149-157, 2007