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Xiong (Bill) Yu, Ph.D., P.E.
Professor, Department of Civil Engineering, Courtesy with EECS, MAE, MSEDirector, Laboratory on Multiscale Multiphysics Geoengineering Processes
Director, Intelligent Infrastructure and Smart Systems Laboratory
Email: [email protected], Phone: 216-368-6247Case Western Reserve University
May 25, 2016
Environmental Responsive Pavement Materials
Webinar: Center for Environmentally Sustainable Transportation in Cold Climates
Self IntroductionEducation and Training
Ph.D. in Civil/Geotechnical Engineering, Purdue University, 2003
M.S. Electrical Engineering and Computer Science, 2002
M.S. in Civil/Geotechnical Engineering, Tsinghua University, 2000
B.S. in Civil/Hydraulic Engineering, B.S. in Computer Science, Tsinghua University 1997
Academic Appointments
Associate Professor, Department of Civil Engineering, CWRU, since 2011
Courtesy appointments with a few other departments, CWRU
Assistant Professor, Department of Civil Engineering, CWRU, 2005
Postdoctoral Associate, Purdue University, August 2003-January 2005
Graduate and undergraduate research assistantships, 1993-2003
Research Program Geoengineering Multiscale multiphysics processes in geomaterials Energy geotechnology Sustainable geosystem design, retrofit, and renewal
Materials: fundamentals and innovation Porous infrastructure materials (soil, rocks, asphalt, concrete, energy
materials) Functional materials (coating, film, fiber) Smart materials
Infrastructure Sensor & structural health monitoring Intelligent infrastructure system
My research group: past membersYan Liu
Assistant Professor, Mount Union University
Xinbao YuAssistant Professor, University of
Texas, Arlington
Bin (Ben) ZhangMichael Baker Jr. Inc.
Zhen (Leo) LiuAssistant Professor,
Michigan Technological University (Dept. of Civil &
Environmental Engineering)
Junliang (Julian) TaoAssistant Professor, University of
Akron
Ye (Sarah) SunAssistant Professor,
Michigan Technological University (Dept. of
Mechanical Engineering)
Welcome highly academically motivated students
Impacts of Environment on Pavement Design/Performance Environmental loads (temperature, humidity, temperature
gradient, freeze-thaw, wet-dry cycles, solar radiation, …): a major factor for pavement design and deterioration.
Climate change leads to extreme environmental loads
FHWA Environmental Review Toolkit
Perception of Pavement from Passive Environment Perspective ? Pavement generally respond passively to environment i.e., Asphalt under A Hot Day: smell (volatile gas emission)
hot (urban heat island)
sticky (lower viscosity)
…
Undesirable environmental footprint
Perception of Pavement from An Active Environment Perspective ? How about pavement that responds actively to the
Environment? i.e., Asphalt under A Hot Day: smell (volatile gas emission): reduction of smell?
hot (urban heat island): reduction of heat?
sticky (lower viscosity): increase of viscosity?
…
Undesirable environmental footprint mitigation or even towards beneficial use
Turning Environmental Nuisance into Asset New pavement and pavement material design philosophy
Piezoenergy from vehicle loads (Nathan's Product Design)
100 cm
20 cm
CH 1
CH 2
CH 3
CH 4
CH 5
CH 6
TE Module
Aluminum
Silicone
Asphalt Concrete
Foam
CH 7
Thermal energy harvesting (Wu and Yu 2013)
SolarRoad.com
Nanomodifed self-cleaning concrete (Zhang and Yu 2009)
New Material Design Methodology Performance-driven material design Defining the performance matrix, not limited to mechanical durability
alone
Multifunctional material design Paradigm change due to new multifunctional requirements Environmental friendliness
Life cycle cost benefits
etc.
New tools and design methods required to accelerate material discovery i.e., material genome How to account for the inherent variability of non man-made materials
(https://www.google.com/search?q=asphalt+pavement&espv=2&biw=1920&bih=935&source=lnms&tbm=isch&sa=X&ved=0ahUKEwig9b_FrjKAhWMbj4KHaTpCb0Q_AUIBigB#imgrc=gKY5
vq28MtIndM%3A)
Motivation• Fact: Asphalt has strong absorption of solar radiation
(https://www.google.com/search?q=structure+of+bitumen&espv=2&biw=1269&bih=839&source=lnms&tbm=isch&sa=X&ved=0ahUKEwiVwJ6FsubKAhUMcT4KHX9HBSwQ_AUIBigB#tbm=isch&q=hot+asphalt+pavement&imgdii=npmEgGBJt3HMIM%3A%3BnpmEgGBJt3HMIM%3A%3BYO__TCnMqzIcX
M%3A&imgrc=npmEgGBJt3HMIM%3A)
Rutting
• Problems: Sustainability of asphalt pavement; Environmental issues; Energy consumption
Motivation (cont.)
Heat Island Effect
Thermal Cracking
(https://www.google.com/search?q=hot+surface+of++asphalt+pavement+in+summer&espv=2&biw=1920&bih=935&tbm=isch&tbo=u&source=univ&sa=X&ved=0ahUKE)
(http://sustainable-infra.wikispaces.com/19.+Transportation )
(http://www.weatherquestions.com/What_is_the_urban_heat_island.htm)
(http://www.dot.state.mn.us/mnroad/projects/Low Temperature Cracking/ )
• Cool Pavement: to reduce temperature of asphalt pavement
Cool Pavement
Colored asphalt
Porous pavement
Solar Panel
(http://wiki.coe.neu.edu)
(http://www.asphaltroads.org/water-quality/)
(http://asphaltmagazine.com/the-future-is-bright-for-solar-energy-and-asphalt-pavements/)
Motivation (cont.)
Low temperature
cracking ?
Summer Winter
• Innovative Strategy: can we dynamically modulate surface temperature of the pavement?
Schematic principle of thermochromic asphalt pavement
Innovation (cont.)
Solvent
Shell
Dye
Developer
Black, blue and red thermochromic asphalt binder
Black, blue and red thermochromic asphalt concrete
• Preparation of Thermochromic Asphalt Binder and Concrete
Experimental Characterization
Thermal Properties
Optical Properties
Mechanical Properties
Thermal Performance
Stability during Production
Thermochromicasphalt
19
Experimental Characterization
Thermal Properties of Asphalt Binder: Heat Capacity and Thermal Conductivity by Modulated DSC
-20 -10 0 10 20 30 40 501100
1200
1300
1400
1500
1600
1700
1800
1900 pure asphalt binder black asphalt binder blue asphalt binder red asphalt binder
Specific heat capacity and thermal conductivity of various asphalt binders
-20 -10 0 10 20 30 40 500.10
0.12
0.14
0.16
0.18
0.20 pure asphalt binder black asphalt binder blue asphalt binder red asphalt binder
Temperature (°C)
Hea
t C
apac
ity
(J/(
kg·K
))
Th
erm
al C
ond
uct
ivit
y (W
/(m
·K))
Temperature (°C)
Thermal Properties
Optical Properties
Mechanical Properties
Thermal Performance
Stability during Production
Thermochromicasphalt
21
• Optical Properties of Thermochromic Powders: Reflectance Spectra by UV-Vis-IR Spectrophotometer
300 600 900 1200 1500 18000
10
20
30
40
50
60
70
80
90
100at 25 C black
blue red
300 600 900 1200 1500 18000
10
20
30
40
50
60
70
80
90
100at 35 C black
blue red
Spectral reflectance of thermochromic powders under different temperatures
Wavelength (nm)
Ref
lect
ance
(%
)
Wavelength (nm)
Spectral reflectance of various asphalt binders under different temperatures
300 600 900 1200 1500 18000
1
2
3
4
5
6
7
8
9
10at 25 C pure asphalt binder
black asphalt binder blue asphalt binder red asphalt binder
300 600 900 1200 1500 18000
1
2
3
4
5
6
7
8
9
10at 35 C pure asphalt binder
black asphalt binder blue asphalt binder red asphalt binder
• Optical Properties of Asphalt Binders
Ref
lect
ance
(%
)
Wavelength (nm) Wavelength (nm)
• Optical Properties of Asphalt Concrete
300 600 900 1200 1500 18003502
4
6
8
10
12
14
16 Original Asphalt Binder Control HMA 6% Black HMA 6% Blue HMA 6% Red HMA
Ref
lect
ance
(%
)
Wavelength (nm)
Spectral reflectance of various asphalt samples under room temperature
Pure asphalt binder
Pure asphalt concreteRed asphalt concreteBlue asphalt concreteBlack asphalt concrete
Thermal Properties
Optical Properties
Mechanical Properties (Superpave Tests)
Thermal Performance
Stability during Production
Thermochromicasphalt
• Study of Thermochromic Asphalt Pavement
25
Thermochromic Asphalt Pavement (cont.)
PG 64-22Asphalt binder
Original asphalt binder
3%, 6% and 10% black asphalt binder
3% and 6% blue asphalt binder
3% and 6% red asphalt binder
Conventional tests
RV at 135 °C
DSR BBR
≤ 3 Pa·sUnaged,
G*/sin(δ) ≥ 1.00 kPa
RTFO aged,G*/sin(δ) ≥ 2.20 kPa
RTFO+PAV aged,G*sin(δ) ≤ 5000 kPa
RTFO+PAV aged,S≤ 300 MPa, m ≥ 0.300
Same as original binder
Experimental design to characterize mechanical properties of binders using Superpave binder performance tests
• Superpave Performance Tests on Asphalt Binder
0 63 10410
420
430
440
450
460
470
480 black asphalt binder blue asphalt binder red asphalt binder
RV test results for various asphalt binders
• RV Results
Content of powder (%)
Vis
cosi
ty (
mP
a·s)
Rotational viscometer
• Dynamic Shear Rheometer (DSR) Results: Rutting Resistance
High Temperature PG:• original asphalt binder: 64 °C• 3% blue asphalt binder: 64 °C• 3% red asphalt binder: 64 °C
• 3% black asphalt binder: 70 °C• 6% black asphalt binder: 76 °C• 10% black asphalt binder: 76 °C• 6% blue asphalt binder: 70 °C• 6% red asphalt binder: 70 °C
1.573.19
6.69
31.1
1.732.87
1.78 2.191.65
3.98
24.9
0.862 1.41 0.889 1.070.882.12
0.7511.10
5
10
15
20
25
30
64 °C 70 °C 76 °C 82 °C
original binder
3% black binder
6% black binder
10% black binder
3% blue binder
6% blue binder
3% red binder
6% red binder
3% black binder
6% black binder
10% black binder
3% blue binder
6% blue binder
3% red binder
6% red binder
unaged asphalt binders
G*/
sinδ
(kP
a)
3.13
6.33
11.2
36.3
4.446.7
4.25.87
1.442.89
6.02
25.7
2.02 3.071.94 2.68
1.393.18
17.3
1.47 1.291.66
0
5
10
15
20
25
30
35
40
64 °C 70 °C 76 °C 82 °C
original binder
3% black binder
6% black binder
10% black binder
3% blue binder
6% blue binder
3% red binder
6% red binder
RTFO aged asphalt binders
• DSR Results: Fatigue Cracking ResistanceG
*sinδ
(kP
a)
DSR test results for RTFO and PAV aged asphalt binders
45404880
5140
56305320 5340 5500
6140
3560 3720 3710 3810
4260
0
1000
2000
3000
4000
5000
6000
original binder
25 °C 28 °C
3% black binder
6% black binder
10% black binder
3% blue binder
6% blue binder
3% red binder
6% red binder
(RTFO+PAV) aged asphalt binders
0 3 6 10170
180
190
200
210
220
230
240 black asphalt binder blue asphalt binder red asphalt binder
0 3 6 100.285
0.290
0.295
0.300
0.305
0.310
0.315
0.320
0.325 black asphalt binder blue asphalt binder red asphalt binder
• Bending Beam Rheometer (BBR) Results
Powder Content (%) Powder Content (%)
Sti
ffn
ess
(MP
a)
m-v
alu
e
Low Temperature PG:• Original asphalt binder: -22 °C• 3% black asphalt binder: -22 °C• 6% red asphalt binder: -22 °C
• 6% black asphalt binder: -16 °C• 10% black asphalt binder: -16 °C• 3% blue asphalt binder: -16 °C• 6% blue asphalt binder: -16 °C• 3% red asphalt binder: -16 °C
• Rutting Resistance of Asphalt Concrete
5 5001000 80000
1
2
3
4
5
6
6% Black HMA 6% Blue HMA 6% Red HMA
Number of Load Cycles
Ru
ttin
g D
epth
(m
m)
AASHTO TP63 (100 lb, 165-175 °F)
Rutting depth of the HMA over 8000 loading cycles
• Moisture Resistance of Asphalt Concrete
conditioned
unconditioned
100 StTSRSt
AASHTO T283 (100 lb, 59 °C)
81.4 80.275.7
6% Black HMA 6% Blue HMA 6% Red HMA0
10
20
30
40
50
60
70
80
90
100
TSR
(%)
Moisture Susceptibility of various HMA mixtures
Thermal Properties
Optical Properties
Mechanical Properties
Thermal Performance
Stability during Production
Thermochromicasphalt
33
• Thermal Performance: Experimental Setup
Experimental Setup for surface temperature measurement of the samples
Thermochromic asphalt concrete10 cm × 6 cm
Thermochromic asphalt binder7.5 cm × 4.2 cm × 0.2 cm
Blue asphalt binderRed asphalt binder
Pure asphalt binder Black asphalt binder
Conventional HMA Black HMA
Blue HMA Red HMA
• Thermal Performance of Thermochromic Asphalt Binder: Experimental Observation in Summer, 2012
0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00 24:00-8
-6
-4
-2
0
2
4
6
8 black asphalt binder blue asphalt binder red asphalt binder
0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00 24:0015202530354045505560657075 black asphalt
blue asphalt red asphalt pure asphalt
Time (hr)
Su
rfac
e T
emp
erat
ure
(°C
)
Time (hr)
Tem
per
atu
re D
iffe
ren
ce (
°C)
Surface temperature and temperature difference between thermochromic asphalt binders and pure asphalt binder
8:30 9:54 11:2412:5414:2415:5417:2418:5420:2421:5411:30-1
0
1
2
3
4
5
6
7
8
9
black asphalt binder blue asphlat binder red asphlat binder pure asphalt binder
8:30 10:0011:3013:0014:3016:0017:3019:0020:3022:0023:30-1.0
-0.5
0.0
0.5
1.0
1.5 black asphalt binder blue asphalt binder red asphalt binder
• Thermal Performance of Thermochromic Asphalt Binder: Experimental Observation in Winter, 2013
Surface temperature and temperature difference between thermochromic asphalt binders and pure asphalt binder
Time (hr)
Su
rfac
e T
emp
erat
ure
(°C
)
Time (hr)
Tem
per
atu
re D
iffe
ren
ce (
°C)
0 5 10 15 20 25 30 35 40 45 50 55 60
-6
-5
-4
-3
-2
-1
0Black asphalt concrete
0 5 10 15 20 25 30 35 40 45 50 55 60-7
-6
-5
-4
-3
-2
-1
0
Blue asphalt concrete
0 5 10 15 20 25 30 35 40 45 50 55 60-4
-3
-2
-1
0Red asphalt concrete
Daily cooling effects using black, blue and red asphalt concrete
• Long-term Thermal Performance of Thermochromic HMA between May and June, 2014
Dai
ly M
ax. ∆
T (
°C)
Days of Exposure
0 5 10 15 20 25 30 35 40 45 50 55 60-1.0
-0.8
-0.6
-0.4
-0.2
0.0
0.2
0.4 Black asphalt concrete
0 5 10 15 20 25 30 35 40 45 50 55 600.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
Blue asphalt concrete
0 5 10 15 20 25 30 35 40 45 50 55 600.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
Red asphalt concrete
Nocturnal warm effects by using black, blue and red asphalt concrete
Days of Exposure
Noc
turn
al M
ax. ∆
T (
°C)
• Long-term Thermal Performance of Thermochromic HMA between May and June, 2014
Service life of the Pavement versus maximum pavement temperature (Mallick et al. 2013. Vol. 8, pp. 219-236: Springer Netherlands.)
• Thermal Performance of HMA: Temperature and Service Life
50 52 54 56 58 60 62 64 66 68 70 72
8
10
12
14
16
18
20
Ser
vice
Lif
e (y
ears
)
Maximum Pavement Temperature (°C)
5 Years
Thermal Properties
Optical Properties
Mechanical Properties
Thermal Performance
Stability during Production
Thermochromicasphalt
• Stability during Production
Warm-mix asphalt (WMA)105–140 ºC
Hot-mix asphalt (HMA)140–170 ºC
Thermal treatment of asphalt binder at 105, 140, 170 and 200ºC for 0.5 h, 1 h and 2 h
Change in solar reflectance
FTIR analysisTGA
TGA curves of thermochromic asphalt binders
• Weight Loss by TGA Analysis
0 100 200 300 40075
80
85
90
95
100
pure asphalt binder black asphalt binder blue asphalt binder red asphalt binder
Temperature (°C)
Wei
ght
(%)
Change in solar reflectance of treated binders compared to untreated binders
-4
-2
0
2
4
6 105 °C 140 °C 170 °C 200 °C
-4
-2
0
2
4
6
-8
-6
-4
-2
0
2
4
6
(0.5 h) (1 h)
(2 h)
Incr
ease
per
cen
tage
(%
)
Blackbinder
Blackbinder
Blackbinder
Bluebinder
Bluebinder
Bluebinder
Red binder
Red binder
Redbinder
• Change in Solar Reflectance
Incr
ease
per
cen
tage
(%
)
Black asphalt binder
• Fourier Transform Infrared Spectroscopy (FTIR) Analysis
Wavenumber (cm-1)
Ab
sorp
tion
400 800 1200 1600 2000 2400 2800 3200 3600 40000.00
0.05
0.10
0.15
0.20
0.250.000
0.005
0.010
0.015
0.020400 800 1200 1600 2000 2400 2800 3200 3600 4000
untreated
treated at 200 C
400 800 1200 1600 2000 2400 2800 3200 3600 40000.00
0.05
0.10
0.15
0.20
0.250.00
0.01
0.02
0.03
0.04
0.05400 800 1200 1600 2000 2400 2800 3200 3600 4000
untreated
treatedat 200 C
400 800 1200 1600 2000 2400 2800 3200 3600 40000.00
0.02
0.04
0.0
0.1
0.2
0.3400 800 1200 1600 2000 2400 2800 3200 3600 4000
untreated
treated at 200 C
Blue asphalt binder Red asphalt binder
Summary of Experimental Results Thermal Properties: Heat capacity Thermal conductivity
Optical Properties: Solar reflectance Refractive index
Mechanical Properties: High temperature PG Low temperature PG
Thermal Performance: Surface temperature of 6 °C (daytime or summer) and 2 °C (evening
or winter) Temperature gradient
Production Conditions: Black asphalt using WMA Blue and red asphalt using HMA and WMA
Summary of Environmental/Solar Responsive Asphalt Pavement
Thermochromic solar responsive pavement positively modulate the surface temperature of asphalt road Lower temperature during hot summer day, higher temperature
during cold time Design and production conditions designed from a multifunctional
material characterization matrix Optical, thermal, mechanical, pyrolysis
A new perspective to look at the design and application of infrastructure materials Performance driven design of materials
• Fabrication: Hot Press
Photograph of films
Process of Hot Press
PVC film Blue/PVC film Blue-TiO2/PVC film
• Optical Properties: Reflectance Spectra
300 600 900 1200 1500 18000
5
10
15
20
25
30
35
40 PVC film 5% blue-PVC film 0.5% blue-3% TiO2-PVC film
Ref
lect
ance
(%
)
Reflectance spectra of thermochromic CoatingsWavelength (nm)
• FEM Simulation of Thermochromic Coatings
0 3 6 9 12 15 18 21 2415
20
25
30
35
40
45
50
55
60
65
PVC film 5% blue-PVC film 0.5% blue-3% TiO2-PVC film
PVC based films:• 5% blue: 3.7 °C• 0.5% blue-3% TiO2: 6.8 °C
Comparison between surface temperatures of films
Su
rfac
e T
emp
erat
ure
(°C
)
Time (h)
Thermochromic Coating (cont.)
Acknowledgement Funding Agencies
National Science Foundation
The Ohio Department of Transportation/FHWA