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STRUCTURAL DESIGNSTRUCTURAL DESIGNOFOF
LONGLONG--LIFE ASPHALT PAVEMENTSLIFE ASPHALT PAVEMENTS
Marshall R. ThompsonProfessor Emeritus
Department of Civil EngineeringUniversity of Illinois @ U-C
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TAC
ASPHALT CONCRETE
SUBGRADE
DESIGN• AC FATIGUE• AC RUTTING• SUBGRADE RUTTING
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PHILOSOPHY* “VERY LOW” PROBABILITY OF HMA FATIGUE
* MILL & FILL REHAB
-RUTTING
-“SURFACE WEATHERING”
-“TOP-DOWN” CRACKING
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FULL-DEPTH AC PAVEMENT
TAC
εAC
ASPHALT CONCRETE(EAC)
SUBGRADE(ERi)
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EXTENDED LIFE HMADESIGN CONCEPTS
RepeatedStress - Strain
Leads toRutting
Subgrade
RepeatedBending
Leads toFatigue Cracking
HMA
BaseBase
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NON-STRUCTURAL RUTTING
TRL
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M32
M32CORE
TRL
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Longitudinal
crack in
M1
TRL
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Crack (surface initiated)
WHEEL LOAD
TOP-DOWN CRACKING
TRL
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TRL Report 250Nunn, Brown, Weston& Nicholls
Design of Long-Life FlexiblePavements for Heavy Traffic
http:\\www.trl.co.uk
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High ModulusRut Resistant Material(Varies As Needed)
40-75 mm SMA, OGFC or Superpave100 mmto150 mm
ZoneOf High
Compression
Max Tensile StrainFlexible Fatigue ResistantMaterial 75 - 100 mm
Pavement Foundation
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AASHTO TP 8-94
Standard Test Method for Determination of the Fatigue Life of Compacted HMA
Subjected to Repeated Flexural Bending
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FATIGUE DESIGN• Tensile Strain at Bottom of Asphalt• Tensile Strain in Flexural Beam Test
Other Configurations
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FATIGUE TESTING
• Tensile Strain in Flexural Beam Test– Other Configurations
– 10 Hz Haversine Load, 20o C, Controlled Strain
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STIFFNESS CURVE
2000
3000
4000
5000
6000
7000
8000
0 5,000,000 10,000,000 15,000,000 20,000,000 25,000,000 30,000,000 35,000,000 40,000,000
Number of Load Cycles
Stiff
ness
, Mpa
Failure
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LABORATORY ALGORITHM
0.00001
0.0001
0.001
0.01
1.0E+02 1.0E+04 1.0E+06 1.0E+08 1.0E+10
Load Repetitions
Tens
ile S
train
K1 = InterceptK2 = Slope
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AC FATIGUE
LOG N
LOG
εAC
N = K (1/εAC)n
n’ > n
n’
nn
K
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FATIGUE ALGORITHM
• Nf = K1(1/ε)K2
• Nf = K( ε)a (E*)b
• 2002 Guide Will Have an Algorithm
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HMA FATIGUE
N = K (1 / εAC)n
n : 3.5 - 6
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2003 TRB PAPERSGhuzlan - Carpenter – Shen
University of IL @ U-C
• Traditional Fatigue Analysis of Asphalt Concrete Mixtures
• A Fatigue Endurance Limit for Highway and Airport Pavements
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MATERIALS – 84 MIXES
• Illinois DOT– 25 mixes, 19, 12.5, 9.5 mm NMS– Production Samples
• Aggregate Interlock– Gradation Control, One Aggregate
• Dubai, U.A.E.– 4 Asphalts, 2 Aggregates, 8 gradations
• Various Others
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ILLINOIS DOT
y = -0.3224x + 1.2471R2 = 0.9383
01234567
-16 -11 -6 -1Log(K1)
K2
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ALL MIXTURES
y = -0.3269x + 1.1857R2 = 0.9445
01234567
-16 -12 -8Log(K1)
K2
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OTHER STUDIES
0
1
2
3
4
5
6
7
-16 -14 -12 -10 -8 -6 -4 -2 0
Log(K1)
K2
U of IllinoisMaupin ResultsMyreFHWAFinnLinear (U of Illinois)Linear (Maupin Results)Linear (Myre)Linear (FHWA)
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K – n RELATIONS
• Myre / Norway NTH (1992)LOG K = (1.332 – n) / 0.306
• U of ILGhuzlan & Carpenter (2001)LOG K = (1.186 – n) / 0.327
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MAUPIN WORK
• Constant Strain Conditions– Different Failure Assumptions– One-Third Modulus Reduction
• K2 = 0.0374 σ IT - 0.744
• Calculate K1
– σIT = Indirect Tensile Strength (psi) @ 72oF– Marshall Samples
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THERE IS
NO “UNIQUE”
HMA FATIGUE ALGORITHM !!!!
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LOW STRAIN HMAFATIGUE BEHAVIOR
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70 Micro Strain Test
4000
5000
6000
7000
8000
0.0E+00 5.0E+06 1.0E+07 1.5E+07 2.0E+07 2.5E+07 3.0E+07 3.5E+07 4.0E+07
Number of Load Cycles
Stiff
ness
, Mpa
University of IllinoisFailure @ Stiffness < 50%
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FATIGUE ENDURANCE LIMIT
0.00001
0.0001
0.001
0.01
1.0E+02 1.0E+04 1.0E+06 1.0E+08 1.0E+10
Load Repetitions
Tens
ile S
train
K1 = InterceptK2 = Slope
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FATIGUE ENDURANCE LIMIT
• Damage and Healing Concepts and Test Data Support a Strain Limit Below Which Damage Does Not Accumulate
• Different Limit for Different Mixes and Binders
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Significance of Fatigue Endurance Limit
“….such a limit would provide a thickness limit for the pavement..Increasing the thickness beyond the limiting thickness… would provide no increased structural resistance to fatigue damage and represent an unneeded expense.”
Prof. Carpenter
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HMA FATIGUE
N (LOG)
ε AC
(LO
G)
N = K (1 / εAC)n
70 µε*
ENDURANCE LIMIT
PERPETUAL PAVEMENT
*Monismith and McLean (’72 AAPT)
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HMA FATIGUE
N (LOG)
ε AC
(LO
G)
N = K (1 / εAC)n
FATIGUE DAMAGE
ENDURANCE LIMIT
NO FATIGUE DAMAGE
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( )100NN P
Ti
ii =
∑=
=n
1i
100 P: FAILURE i
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MINER’S
∑=
= 12
1i iN
121
Nf
Nf = “TOTAL” PAVT. LIFE
Ni = PAVT. LIFE-MONTH “i”
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STRUCTURAL MODELLING
Elastic Layer (ELP)
Stress Dependent Finite Element
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STRUCTURAL MODEL
ILLI-PAVE
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FINE - GRAINED
σd – DEVIATOR STRESS
E R=
σ D/ ε
R
~ 6 psi
ERi
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ERi CORRELATIONS
ERi = 0.37 Qu – 0.86
ERi(OPT M.C.) = 4.46 + 0.098 (%Clay) + 0.119 (PI)
Qu = 4.5 CBR
ERi - ksiQu - psi
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MODULUS CLASSESFINE-GRAINED SOILS
SOIL ERi (ksi) Qu (psi) CBR
STIFF 12.3 33 8MEDIUM 7.7 23 5SOFT 3.0 13 2VERY SOFT 1.0 6 1
ERi (ksi) = 0.42 Qu (psi) - 2
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GRANULAR MATERIAL
θ = σ1 + σ2 + σ3 (LOG)
E R(L
OG
) ER = K θn
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ER = K θn
AGGREGATE CLASS K, psi n
SILTY SANDS (8) 1620 0.62SAND GRAVEL (37) 4480 0.53SAND/AGG BLENDS (78) 4350 0.59CRUSHED STONE (115) 7210 0.45
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WHAT IS THE MODULUS ???
ELP – CONSTANT E!!!
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HOT MIX ASPHALT
LINEAR ELASTIC (E)
E = f (Temp & Freq)
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FULL-DEPTH AC
LOG εAC = 5.746–1.589 LOG TAC–0.774 LOG EAC–0.097 LOG ERi
εAC : µε TAC : in. EAC , ERi : ksi
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O. A. Fonesca & M. W. WitczakAAPT Proceedings – 1996
“A Prediction Methodology for the Dynamic Modulus of In-Place Aged Asphalt Mixtures”
M. W. Witczak & O. A. FonescaTRB RECORD No.1540 (1996)
“Revised Predictive Model for Dynamic (Complex) Modulus of Asphalt Mixtures”
(AASHTO – 2002 Guide)
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ASPHALT INSTITUTE EQUATION
EAC = f (X1 , X2 , Xn)
P200 = % - # 200
VV = % AIR VOIDS
η70 F = ABSOLUTE VISCOSITY (poises x 106)
PAC = % ASPHALT (wt. of mix)
tp = TEMPERATURE (F)
f = FREQUENCY (HZ)
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SEASONAL EFFECTS
• HMA MODULUS VARIES !!
• HMA ε VARIES !!
• HMA FATIGUE LIFE VARIES !!
MUST CONSIDER IN M-E DESIGN
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PG GRADE EFFECTS
HMA MODULUS (ksi)
TEMP (oF) 64-22 70-22
70 910 116075 765 97580 640 81585 530 67590 435 550
Asphalt: 3.5 % AV: 4 %- # 200: 3 % f = 10 hz
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PG 70-22
HMA MODULUS (ksi)
TEMP (oF) AC-4.0 %* AC-3.5 %**
70 1195 116075 995 97580 820 81585 670 67590 540 550
* AV: 2.5 % ** AV: 4.0 %- # 200: 3 % f = 10 hz
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ASPHALT INSTITUTE PROCEDURE
MMPT (oF) = MMAT [1 + (1 / {Z + 4})] – [34 / {Z + 4}] + 6
Z: INCHES FROM SURFACE
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ICM/AI38.5/38.032.4DEC49.1/46.841.8NOV63.7/62.554.7OCT76.4/74.165.8SEP84.3/82.372.8AUG86.5/84.974.7JUL83.4/82.972.0JUN72.0/73.962.5MAY58.9/59.551.2APR47.8/46.640.6MAR39.1/37.933.0FEB32.5/30.427.1JAN
MMPT (oF)MMAT (oF)MONTHCHAMPAIGN, IL
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FULL-DEPTH ACLOG σD = 2.74–1.14 LOG TAC–0.515 LOG EAC+0.29 LOG ERi
σD : psi TAC : in. EAC , ERi : ksi
0
1
2
3
4
5
6
7
8
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
TAC
DEV
IATO
R S
TRES
S
ERi = 5 ksiEAC = 500 ksi
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Pavement Design Concepts• Fatigue Resistant Asphalt Base
– Minimize Tensile Strain with Pavement Thickness
– Thin Asphalt Pavement = Higher Strain– Higher Strain = Shorter Fatigue Life
Strain
CompressiveStrain
IndefiniteFatigue
Life
Fatigue LifeTensileStrain
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PERPETUAL PAVEMENT(70 MICRO-STRAIN / 9 kips)
(SUBGRADE ERi - 5 ksi)
AC MODULUS AC THICKNESS(ksi) (inches)
800 10.00700 10.75600 11.50 500 12.50400 14.00300 16.00
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PERPETUAL PAVEMENT(70 MICRO-STRAIN / 10 kips)
(SUBGRADE ERi - 5 ksi)
AC MODULUS AC THICKNESS(ksi) (inches)
800 10.7700 11.4600 12.3 500 13.4400 15.0300 17.2
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CMI - IL19 mm SP mix
*AC: 4.8 % PG 64-22 *- # 200: 5 %*AV: 4.0 % *f = 10 hz
LOG EAC (ksi) = 4.33 – 0.0198 T (oF)
N = 8.2*10-8 (1/εAC)3.5
TAC = 13.5 inches ERi = 5 ksi
*NF w/o Endurance Limit: 119 MESALS
*July AC Strain: 70 µε“PERPETUAL” PAVEMENT
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RUBBLIZED PCCP
WITH
HMA OVERLAY
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THE MHB I-70 / IL
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THE MHB
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Z-GRID ROLLER
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PAVING OPERATION
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HOT-MIX ASPHALT OVERLAY DESIGN CONCEPTS FOR RUBBLIZED PORTLAND
CEMENT CONCRETE PAVEMENTS
Marshall R. ThompsonTRB Record 1684 (1999)
LOG εAC = 1.001 + 1.024 LOG(AUPP)
LOG(AUPP) = 1.865 - 0.393 LOG(EACT3 / 1000)
εAC = Micro-strain (10-6)AUPP – inchesEAC – ksiT – inches
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RUBBLIZED PVT SECTION
HMA SURFACE
SUBGRADE
SUBBASE
RUBBLIZED PCC
εHMA
THMA
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ERi = 5 ksiEAC = 500 ksi
AREA = 6*(D0 + 2*D1 + 2*D2 + D3) / D0
Original Pavement Surface
CL Load
D0 D1D2
D3
Area Under Pavement ProfileAUPP
Deflection Basin Profile
12-inch 12-inch 12-inch
AUPP = (5*D0 - 2*D1 - 2*D2 - D3) / 2
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PERPETUAL PAVEMENTRUBBLIZED PCCP
(70 MICRO-STRAIN)
AC MODULUS AC THICKNESS(ksi) (inches)
800 8.2700 8.6600 9.0 500 9.6400 10.4300 11.4
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CHAMPAIGN, ILHMA OL / RUBBLIZED PCCP
JULY MMPT = 86.5 oFEAC = 370 ksi
TAC = 11 inchesHMA ε = 67 Micro - ε
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Why are Perpetual Pavements Important?
• Lower Life Cycle Cost– Better Use of Resources– Low Incremental Costs for Surface Renewal
• Lower User Delay Cost– Shorter Work Zone Periods– Off-Peak Period Construction
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FULL-DEPTH AC
FULL QUALITY AC
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Foundation - Illinois
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THANK YOU !!
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