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M LS - 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 PE FSAAE DEng PhD 南非工程院院士 南非 - 中国交通合作中心 SACTCC 顾问 Advisor Beijing 16 May 2008 年 5 月 16 日 北京. - PowerPoint PPT Presentation
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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
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
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
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
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
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
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
同济大学和辽宁省交科院
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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
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
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
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
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
Mozambican Pavement Structure Problem Statement 世行项目
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
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
200μm electron microscope photos of yellow sand vs. red sand
(hydrometer results compatible)
yellow red
Scaled Subbase and Base in Laboratory试验室
Namibia Field Application LTPP comparable to MMLS3 Performance Prediction
Field testing in Namibia
Rut after wet field testing
Latest Laboratory Test Bed,
Profilometerand
Water Heater
MLS studies MLS studies in global perspective 2008in global perspective 2008
Applications MMLS
MMLS3 Labs
USEurope
Africa
MLS10/66 Owners/ Applications
China
MMLS3 Tyre contact
stresses being measured by SIM of CSIR
Refer de Beer and Sadzik SATC 2007
Salient Features of MMLS3 Testing that need to be borne in mind小型三分之一比例尺 MLS
Analysis of MMLS3 Performance
Stress PotentialStress Potential
Comparison of Vertical Compressive Stresses MMLS3 vs Trucks(Epps et al., WesTrack)
Deflection vs. speed under full-scale truck traffic
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
MMLS3 Testing in conjunction with the HVS on N4 near Pretoria 现场试验
MODIFIED BENKELMAN BEAM
BASE / SUBGRADE
Red Sand
HOT MIX ASPHALT (HMA)
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
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
Construction of CTB
Test Site during construction!
MONITORING OF TRIAL SECTION STIFFNESS AFTER CONSTRUCTION
PSPA DATA ANALYSIS
Portable Seismic Pavement Analyzer便携式
P-SPA
First Correlations of Seismic Stiffness and Cracking
First Correlations of Seismic Stiffness and Cracking
First Correlations of Seismic Stiffness and Cracking
PSPA TIME RECORD
SHEAR WAVE VELOCITY: VS = VR ( 1.13 – 0.16v)
SHEAR MODULUS : G = ρ VS2
YOUNGS MODULUS : E = 2 ( 1 + v ) G
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)
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
Load Setting / PSPA
Trafficking
Rut Measurements
NCAT field study Phase 2Core holes 在美国测试
NCAT HMA damaged by wet trafficking
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
Wet SASW stiffness Young's Modulus vs. Load applications (30 Hz) in Texas
(See SAICE - 2002)
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
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
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
Fatigue cracks NCSU
APT PERFORMANCE MONITORING IN LABORATORY
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)
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
Layout of
Test Sections
HVS and MMLS3 on R80 Pta West测试结果对比
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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
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
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
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 )
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
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
Key to application of the MMLS3
Understanding APT:
• distress mechanisms• performance related factors
Applications MMLSMMLS3 Labs
USEurope
China
Africa
MMLS3 studies in global perspectiveMMLS3 studies in global perspective
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
A Concluding Note on APT modes结论
Slow , overloaded, uni- and bi-directional
Faster , uni-directional