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Performance assessment of warm mix asphalt (WMA) pavements
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Performance assessment of warm mix asphalt (WMA) pavements
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Performance assessment of warm mix asphalt (WMA) pavements
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Description
Title
Performance
assessment
of
warm
mix
asphalt
(WMA)
pavements
Subject
TE716.O3
A37
no
.
09-08
;
TE275.P42
2009x
;
Pavements
,
Asphalt--Performance--Ohio.
;
OTP
1.23/7:2009-08
Description
"
September
2009.
";
Includes
bibliographical
references
(p
.
85-87).
;
Final
report.
;
Prepared
by
Ohio
Research
Institute
for
Transportation
and the
Environment
in
cooperation
with the
Ohio
Dept
. of
Transportation
,
Office
of
Research
and
Development
, and
U.S
.
Dept
. of
Transportation
,
Federal
Highway
Administration
under
state
job
no.
;
Harvested
from the
web
on
12/22/09
Publisher
Ohio
Research
Institute
for
Transportation
and the
Environment
;
Available
through
the
National
Technical
Information
Service
Contributors
Sargand
,
S
.
M
.
(Shad
M.)
;
Ohio
Research
Institute
for
Transportation
and the
Environment.
;
Ohio
.
Dept
. of
Transportation
.
Office
of
Research
and
Development.
;
United
States
.
Federal
Highway
Administration
.
Type
Text
Language
eng
Relation
Also
available
online
from the
Ohio
Dept.
of
Transportation's
Web
site
;
Adobe
Reader
required.
;
http://www.dot.state.oh.us/Divisions/TransSysDev/Research/reportsandplans/Reports/2009/Pavement/134312_FR.pdf;
http://worldcat.org/oclc/472285145/viewonline;
http://www.dot.state.oh.us/Divisions/TransSysDev/Research/reportsandplans/Reports/2009/Pavement/134312_ES.pdf
Description-Abstract
Warm
Mix
Asphalt
(WMA)
is
a
new
technology
that was
introduced
in
Europe
in
1995
.
WMA
offers
several
advantages
over
conventional
asphalt
concrete
mixtures
,
including
:
reduced
energy
consumption
,
reduced
emissions
,
improved
or
more
uniform
binder
coating
of
aggregate
which
should
reduce
mix
surface
aging
, and
extended
construction
season
in
temperate
climates
.
Three
WMA
techniques
,
Aspha-min
,
Sasobit
, and
Evotherm
, were
used
to
reduce
the
viscosity
of the
asphalt
binder
at
certain
temperatures
and to
dry
and
fully
coat
the
aggregates
at a
lower
production
temperature
than
conventional
hot
mix
asphalt
. The
reduction
in
mixing
and
compaction
temperatures
of
asphalt
mixtures
leads
to a
reduction
in
both
fuel
consumption
and
emissions
. This
research
project
had
two
major
components
, the
outdoor
field
study
on
SR541
in
Guernsey
County
and the
indoor
study
in the
Accelerated
Pavement
Load
Facility
(APLF)
.
Each
study
included
the
application
of
four
types
of
asphalt
surface
layer
,
including
standard
hot
mix
asphalt
as a
control
and
three
warm
mixes
:
Evotherm
,
Aspha-min
, and
Sasobit
. The
outdoor
study
began
with
testing
of the
preexisting
pavement
and
subgrade
, the
results
of
which
indicated
that
while
the
pavement
and
subgrade
were not
uniform
, there were
no
significant
problems
or
variations
that would be
expected
to
lead
to
differences
in
performance
of the
planned
test
sections
.
During
construction
, the
outdoor
study
included
collection
of
emissions
samples
at the
plant
and on the
construction
site
as
well
as
thermal
readings
from the
site
.
Afterwards
, the
outdoor
study
included
the
periodic
collection
and
laboratory
analysis
of
core
samples
and
visual
inspections
of the
road
.
Roughness
(IRI)
measurements
were
made
shortly
after
construction
and
after
a
year
of
service
. The
indoor
study
involved
the
construction
of
four
lanes
of
perpetual
pavement
,
each
topped
with
one
of the
test
mixes
. The
lanes
were
further
divided
into
northern
and
southern
halves
, with the
northern
halves
having
a
full
16
in
(40
cm)
perpetual
pavement
, and with the
southern
halves
with
thicknesses
decreasing
in
one
in
(2.5
cm)
increments
by
reducing
the
intermediate
layer
. The
dense
graded
aggregate
base
was
increased
to
compensate
for the
change
in
pavement
thickness
. The
southern
half
of
each
lane
was
instrumented
to
measure
temperature
,
subgrade
pressure
,
deflection
relative
to
top
of
subgrade
and to a
point
5
ft
(1.5
m)
down
, and
longitudinal
and
transverse
strains
at the
base
of the
fatigue
resistance
layer
(FRL)
. The
APLF
had the
temperature
set
to
40??F
(4.4??C)
,
70??F
(21.1??C)
, and
104??F
(40??C)
, in that
order
. At
each
temperature
,
rolling
wheel
loads
of
6000
lb
(26.7
kN)
,
9000
lb
(40
kN)
, and
12,000
lb
(53.4
kN)
were
applied
at
lateral
shifts
of
3
in
(76
mm)
,
1
in
(25
mm)
,
-4
in
(-102
mm)
, and
-9
in
(-
229
mm)
and the
response
measured
. Then
each
plane
was
subjected
to
10,000
passes
of the
rolling
wheel
load
of
9000
lb
(40
kN)
at
about
5
mph
(8
km/h)
.
Profiles
were
measured
after
100
,
300
,
1000
,
3000
, and
10,000
passes
with a
profilometer
to
assess
consolidation
of
each
surface
.
After
the
10,000
passes
of the
rolling
wheel
load
were
completed
, a
second
set
of
measurements
was
made
under
rolling
wheel
loads
of
6000
lb
(26.7
kN)
,
9000
lb
(40
kN)
, and
12,000
lb
(53.4
kN)
at the
same
lateral
shifts
as
before
.
Additionally
, the
response
of the
pavement
instrumentation
was
recorded
during
drops
of a
Falling
Weight
Deflectometer
(FWD)
.
Date-Issued
2009
Format-Extent
xii
,
121
p
. :
ill
.
(some
col.)
;
28
cm
.
Format-Medium
Government
Publication
OCLC number
472285145
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