mls - apt’s role in pavement design model development mls and mmls3 innovative apt technology and...
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![Page 1: MLS - APT’s Role in Pavement Design Model Development MLS and MMLS3 Innovative APT Technology and Applications 移动式路面加速加载系列 MLS 和 MMLS3 创新技术和应用](https://reader037.vdocuments.us/reader037/viewer/2022102509/56649c7d5503460f94931ffe/html5/thumbnails/1.jpg)
MLS - APT’s Role in Pavement Design Model Development
MLS and MMLS3 Innovative APT Technology and Applications
移动式路面加速加载系列 MLS 和 MMLS3创新技术和应用
Prof Fred Hugo Prof Fred Hugo PE FSAAE DEng PhDPE FSAAE DEng PhD南非工程院院士 南非工程院院士
南非南非 -- 中国交通合作中心中国交通合作中心 SACTCCSACTCC 顾问顾问 AdvisorAdvisorBeijing 16 May 2008Beijing 16 May 2008 年年 55 月月 1616 日 北京 日 北京
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APT is controlled application
of wheel loading
to pavement structures
for the purpose of simulating effects
of long-term in-service loading conditions
in a compressed time period
Definition of APT (after Hugo,2004 Synthesis 325)
路面加速加载试验的定义
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What do we want to know and why?主要点
1. Deflection >>related to stress and strain
2. Rutting >>related to deformation
3. Stiffness changes >>related to response and performance
4. Distress Mechanisms and related models and transfer functions
1. Deformation >>rutting
2. Flexural performance >> fatigue and cracking
3. Shear >> deformation/cracking
4. Environmental response and performance >>
hot / cold / wet / dry
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What do we want to know and why?(cont) 续
1. Loading rate>>related to stress and strain
2. Range of validity of characteristics >>related to extrapolation and prediction of of response and performance
3. Effect of Aging >>related to response and performance
4. Effect of Densification >>related to response and performance
5. Effect of Material Properties >>related to response and performance
6. Validation of analytical tools
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Innovative Technological Tools for Evaluating MLS APT Response and Performance
创新技术和特点
•Varying Size of Facility 不同比例 MMLS3 - 1/3 scale 三分之一 MLS10 - full-scale 足尺 MLS66 - full-scale 足尺
•Mobile Testing Facility 移动式测 试多种工况
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Innovative Technological Tools for Evaluating MLS APT Response and Performance (cont)续
•Multiple Wheel Trains•Lateral Wander•Varying Test Length•Varying Speed and Frequency•Varying Tyre Pressures•Varying Tyre Tread•Varying Load Amplitude
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Two MLS66 being delivered in 2008两台超大型 MLS66 在 2008 年投入使用
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同济大学和辽宁省交科院
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同济大学和辽宁省交科院
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QuickTime™ and a decompressor
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UNIQUE MLS CHARACTERISTICS COMPARED TO OTHER LINEAR
TRAFFICKING DEVICES MLS 的加载独特特点
CHARACTERISTIC COMPARISON CONCLUSIONS/ COMMENTS
Cumulative load applications in unit
time MLS > OTHER
MLS Capital cost per load application <
MLS < dependent on
overloading for acceleration. o Beneficial for testing stress
dependent materials
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UNIQUE MLS CHARACTERISTICS COMPARED TO OTHER LINEAR
TRAFFICKING DEVICES 续
CHARACTERISTIC COMPARISON CONCLUSIONS/ COMMENTS
Time per APT test based on number of
load applications
MLS greater than
or equal to
OTHERS
MLS Operational cost per
load application < o MLS > flexibility for
selecting test protocols
Testing of parallel sections in sequence possible to achieve similar environmental conditions
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UNIQUE MLS CHARACTERISTICS COMPARED TO OTHER LINEAR
TRAFFICKING DEVICES 续
CHARACTERISTIC COMPARISON CONCLUSIONS/ COMMENTS
Range of frequency and speed
MLS > OTHERS
Frequency, Speed and Load influence Pore pressures and pumping o MLS > scope for
studying wet surface trafficking
Performance of visco-elastic materials differs due to load frequency o MLS > scope for
studying HMA
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UNIQUE MLS CHARACTERISTICS COMPARED TO OTHER LINEAR
TRAFFICKING DEVICES 续
CHARACTERISTIC COMPARISON CONCLUSIONS/ COMMENTS
Uni-directional trafficking with lateral
wander
MLS does not use bi-
directional trafficking
to gain load
applications as some
OTHERS
Pore pressures and pumping affected o MLS simulates performance
of jointed pavements better Residual stresses in Asphalt
affected o MLS simulates performance
better
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A Brief Review of Case Studies as
Introduction to the Topic 实际情况回顾 • In Mozambique ANE embarked on an APT
program by WB as most cost effective means to: – Evaluate construction techniques – Determine most economical use of available
sub-standard materials in a composite pavement structure
– Develop a mechanistic-empirical design system best suited for its needs with due regard to materials and environment
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Mozambican Pavement Structure Problem Statement 世行项目
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PHASE 1
Problem Statement
Guidelines for Transfer Functions
Model APT and Material Testing
Evaluation of Existing Practise
ID Critical Moz Pavement
Engineering Parameters
Research
Overview
研究总观
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PHASE 2
Spec for Design and Constr of Full-scale
Test Sections
Constr of Test
SectionsAPT
Deflection Stiffness Rutting Cracking Diagnostics
Failure Mech
Stiffness Perform Func
Stiffness -Deflection Relation
Fatigue Perform Func
CTB Mat Load Equiv
Input for MMPDM
i t o
Material Charac,Related Pavem Structures and Construction
Method towardsPavement EconomicsMLS10
MMLS3APT
Protocols Interface Flexural
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200μm electron microscope photos of yellow sand vs. red sand
(hydrometer results compatible)
yellow red
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Scaled Subbase and Base in Laboratory试验室
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Namibia Field Application LTPP comparable to MMLS3 Performance Prediction
Field testing in Namibia
Rut after wet field testing
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Latest Laboratory Test Bed,
Profilometerand
Water Heater
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MLS studies MLS studies in global perspective 2008in global perspective 2008
Applications MMLS
MMLS3 Labs
USEurope
Africa
MLS10/66 Owners/ Applications
China
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MMLS3 Tyre contact
stresses being measured by SIM of CSIR
Refer de Beer and Sadzik SATC 2007
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Salient Features of MMLS3 Testing that need to be borne in mind小型三分之一比例尺 MLS
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Analysis of MMLS3 Performance
Stress PotentialStress Potential
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Comparison of Vertical Compressive Stresses MMLS3 vs Trucks(Epps et al., WesTrack)
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Deflection vs. speed under full-scale truck traffic
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Comparison between some MMLS3 Results at different trafficking speeds
Fig. 9: Comparative summary of results
0
0.5
1
1.5
2
2.5
3
3.5
4
0 100 200 300 400 500 600 700 800 900 1000
Axles (x1000)
Ru
ttin
g (
mm
)
NCAT S9
Frankfort
Winburg
Winburg (km54)
Winburg slow
Power (NCAT S9)
Power (Frankfort)
Power (Winburg)
Power (Winburg (km54))
Power (Winburg slow)
Axles x1000
Rutting mm
1m
4mm
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MMLS3 Testing in conjunction with the HVS on N4 near Pretoria 现场试验
MODIFIED BENKELMAN BEAM
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BASE / SUBGRADE
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Red Sand
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HOT MIX ASPHALT (HMA)
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ROLLER PERFORMANCE DURING CONSTRUCTION
0100200300400500600
0 2 4 6 8 10 12 14 16 18 20 22 24 26Number of roller passes
PS
PA
eff
ec
itiv
e s
tiff
ne
ss
M
Pa
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0
100
200
300
400
500
600
86 88 90 92 94 96
% Compaction
PS
PA
eff
ec
tiv
e s
tiff
ne
ss
M
Pa
MONITORING EFFECTIVE STIFFNESS RELATIVE TO DENSITY OF COMPACTION
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Construction of CTB
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Test Site during construction!
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MONITORING OF TRIAL SECTION STIFFNESS AFTER CONSTRUCTION
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PSPA DATA ANALYSIS
Portable Seismic Pavement Analyzer便携式
P-SPA
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First Correlations of Seismic Stiffness and Cracking
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First Correlations of Seismic Stiffness and Cracking
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First Correlations of Seismic Stiffness and Cracking
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PSPA TIME RECORD
SHEAR WAVE VELOCITY: VS = VR ( 1.13 – 0.16v)
SHEAR MODULUS : G = ρ VS2
YOUNGS MODULUS : E = 2 ( 1 + v ) G
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Response Model (after Jooste)
100
150
200
250
Ten
sile
Str
ain
(mic
rost
rain
) LET
FE (Static – Square loading area)
FE (20 km/h)FE (80 km/h)
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Stiffness vs. HVS Reps (after Jooste)
Phase I: HVS test 425A5Upper subgrade resilient modulus at 40 kN
0
50
100
150
200
250
300
350
400
0 100 000 200 000 300 000 400 000 500 000 600 000 700 000 800 000
Repetitions
Res
ilien
t M
od
ulu
s (M
Pa)
MDD4 MDD8 MDD12
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Load Setting / PSPA
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Trafficking
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Rut Measurements
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NCAT field study Phase 2Core holes 在美国测试
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NCAT HMA damaged by wet trafficking
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Stiffness loss during trafficking of S9 NCAT 路面刚度损失
0%
20%
40%
60%
80%
100%
0 100 200 300 400 500 600 700
MMLS3 axles (Thousands)
Mod
ulus
rat
io
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Wet SASW stiffness Young's Modulus vs. Load applications (30 Hz) in Texas
(See SAICE - 2002)
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SASW after 10 million E80's
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
SECTION E2 E4 E6 E8
E10 N2 N4 N6 N8N10 N12 W
1W
3W
5W
7W
9 S1 S3 S5 S7 S9S11 S13
Test section
Trafficked vs Non-trafficked
Series1
Stiffness loss during trafficking of all NCAT sections
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SASW NCAT after 10 Million E80s
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
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Surface Wave Test - NCSU
250
500
750
1000
1250
1500
0.E+00 1.E+05 2.E+05 3.E+05
Wheel Applications
Ph
ase
Vel
oci
ty,
Vp
h(m
/sec
)
0
10
20
30
40
50
Cra
ck L
eng
th (
m/m
)
MMLS3 (Vph) ALF (Vph)
MMLS3 (Crack Length) ALF (Crack Length)
Effect ofMicrocracking
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Fatigue cracks NCSU
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APT PERFORMANCE MONITORING IN LABORATORY
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Relative stiffness ratios for MMLS3 and MLS10 – 7% CTB in lab and field
•
R2 = 0.589
R2 = 0.820
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
0 200 400 600 800 1000 1200
AXLE LOAD IN 1 000's
RE
LA
TIV
E S
EIS
MIC
ST
IFF
NE
SS
RA
TIO
MMLS3 2.7 kN 700 kPa
MLS10 70 kN 800 kPa
Expon. (MMLS3 2.7 kN700 kPa)
Expon. (MLS10 70 kN800 kPa)
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Full Scale Constructed Test Sections
SECTION SURFACING STABILIZING AGENT SAND TYPE CONSTRUCTION
NUMBER TYPE
1 S2 Seal 5% CEMII 32.5 Red 1
2 40mm AC 5% CEMII 32.5 Red 1
3 60mm AC 5% CEMII 32.5 Red 1
4 40mm AC 5% CEMII 32.5 Red 2
5 40mm AC 2.5% CEMII 32.5 + 2.5% LIME Red 2
6 40mm AC 3.5% CEMII 32.5 + 3.5% LIME Yellow 2
7 40mm AC 7% CEMII 32.5 Yellow 2
8 40mm AC 7% CEMII 32.5 Red 2
9 S2 Seal 7% CEMII 32.5 Red 2
10 S2 Seal 5.5% SS60 Red 2
11 S2 Seal 1.5% CEMII 32.5 + 4% SS60 Red 2
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Layout of
Test Sections
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HVS and MMLS3 on R80 Pta West测试结果对比
QuickTime™ and a decompressor
are needed to see this picture.
QuickTime™ and a decompressor
are needed to see this picture.
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VERTICAL CONTACT STRESS PROFILES MMLS3 vs.HVS @ 750 kPa contact stress– 91%
(R80 Pta West)
0
10
20
30
40
50
60
70
80
90
0 100 200 300 400 500 600 700 800
NORMAL STRESS IN KPA
DE
PT
H I
N m
m
MMLS3 2.9 KN 750 KPAHVS 40 KN 750 KPA CONTACT STRESS
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SHEAR STRESS PROFILES MMLS3 vs. HVS @ 750 kPa contact stress–75%
(R80 Pta West)
0
10
20
30
40
50
60
70
80
90
0 50 100 150 200 250 300
SHEAR STRESS IN kPA
DE
PT
H I
N m
m
MMLS3 2.9 KN 750 KPA
HVS 40 KN 620 KPA
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MMLS3 Data Processing (R80 Pta West) Rutting - Extended Standard Mix vs Rut resistant mix
COMPARISION BETWEEN MMLS3 FIELD TESTS ON STANDARD AND RUT RESISTANT MIXES
0
1
2
3
4
5
6
7
0 100000 200000 300000 400000 500000 600000
LOAD APPLICATIONS
RU
T D
EP
TH
IN
mm
Q 2400 60 750 RUT RESISTANT J 2400 60 700 STANDARD
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MMLS3 Data Processing (R80 Pta West) Rutting - Standard Mix vs Rut resistant mix
COMPARISION BETWEEN MMLS3 FIELD TESTS ON STANDARD AND RUT RESISTANT MIXES
y =
0.0525x0.3415
y =
0.0527x0.3451
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
0 200000 400000 600000 800000 1000000 1200000
LOAD APPLICATIONS
RU
T D
EP
TH
IN
mm
Q 2400 60 750 RUT RESISTANT J 2400 60 700 STANDARD Power (Q 2400 60 750 RUT RESISTANT )Power (J 2400 60 700 STANDARD )
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y = 0.0417x0.3674
y = 0.0439x0.3614
y = 0.0487x0.3498
y = 0.0525x0.3415
0
1
2
3
4
5
6
7
8
0 100000 200000 300000 400000 500000 600000 700000 800000 900000 1000000
LOAD APPLICATIONS
RU
T D
EP
TH
IN
mm
TEST Q 50 K
TEST Q 100 K
TEST Q 150 K
TEST Q 200 K
Power (TEST Q 50 K)
Power (TEST Q 100K)
Power (TEST Q 150K)
Power (TEST Q 200K)
MMLS3 Data Processing (R80 Pta West) Extrapolation of Rutting Data:
0-50k; 0-100k; 0-150k; 0-200k = 12% difference
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MMLS3 Data Processing (R80 Pta West) Rutting Profiles - Heave (left and right@ 450mm)
TEST Q POSITION 450 - 2.9 kN 750 kPa 2400 per Hour
-3
-2
-1
0
1
2
3
4
0 50 100 150 200 250 300 350 400
TRANSVERSE POSITION IN mm
RU
T D
EP
TH
IN
mm
025005000100002500050000100000150000200000
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Key to application of the MMLS3
Understanding APT:
• distress mechanisms• performance related factors
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Applications MMLSMMLS3 Labs
USEurope
China
Africa
MMLS3 studies in global perspectiveMMLS3 studies in global perspective
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MLS10 after completion of field trial on 25 yr old MLS10 after completion of field trial on 25 yr old untrafficked section of stiff HMA/CTB pavement in untrafficked section of stiff HMA/CTB pavement in
SwitzerlandSwitzerland 在瑞士量侧在瑞士量侧
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A Concluding Note on APT modes结论
Slow , overloaded, uni- and bi-directional
Faster , uni-directional