asphalt issues - purdue universityspave/old/technical info/afk10... · zd and bm-2 mixes • 5...
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Asphalt Issues
TRB Committee AFK10March 17, 2004
Brian EganGary Head
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Current Emphasis Areas
RAP Quality Control Fatigue Characteristics of HMA mixtures containing RAPNon-nuclear density devicesPavement SmoothnessNCAT Test TrackWhat Mix design/Compaction equipment to use?Performance testingEffect of CAA on Rutting Performance
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Recycled Asphalt Pavement (RAP)
TDOT Specifications §307.03RAP... by cold planing is allowed...• A mix 15%• B-M, B-M2,
C-W, C 20%** except if uniform quality, then 20% does not apply, but 65% virgin asphalt
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RAP- Quality Control
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RAP- Quality Control
New Specification• A mix 15% (same)• BM, BM-2, C, C-W 20%• but if crushed or screened, and
sized such that the largest RAP particle is less than the nominal aggregate size of the mixture then can utilize 25% and C-S 15%• Must have 65% virgin AC
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Fatigue Characteristics of HMA mixtures containing
RAP Currently evaluating the effects of RAP on the fatigue life of TDOT “D” mixes (surface)• 0, 10, 20, and 30% RAP w/PG 64 and 76• Limestone and Gravel Coarse Agg.• 4 different tests- (beam fatigue, indirect tensile strength,
semi-circular bending test (notched)
• Final report- fall/winter 2004• Phase 2- Field Evaluation funding
Approved
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RAP testing
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Evaluation of NonEvaluation of Non--nuclear density device nuclear density device
Preliminary FindingsPreliminary Findings
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Backscatter GeometryBackscatter Geometry
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Top Layer EffectTop Layer Effect
80%
60%
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Our Findings…so farOur Findings…so far
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Linear Regression of Corrected Nuclear Guage Values Vs. PQI Values
y = 0.9524x + 7.3249R2 = 0.935
120.0
130.0
140.0
150.0
160.0
120 130 140 150 160
Nuclear Guage (pcf)
PQI (
pcf)
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Pavement Smoothness
5 high speed road profilersCorrelation between Mayes meter to develop new spec.Before and After with thin lifts
411 C BEFORE AND AFTER STUDYAVERAGE IMPROVEMENT: 33.3%
0
20
40
60
80
100
120
140
160
0 100 200 300 400 500
HCS IR
I (IN
/MI)
BEFOREAFTER%IMPROVEMENT
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TDOT 2003
TDOT placed three tests sections August 12-15, 2003• SMA• OGFC on BM-2 at 75 gyrations• “D” mix with gravel at 75 gyrations
What is our future going to be?• SMA • OGFC • Marshall• Superpave (Gyratory compactor)
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Why OGFC or SMA ?
95
96
97
98
99
Open graded Stone MatrixAsphalt
Dense GradedAsphalt
MeasuredTire Noise,
dB(A)
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Compactive Effort Comparison
TDOT/Industry study; compare compactive efforts between Marshall and Superpavegyratory compactor (SGC)D and BM-2 mixes• 5 D-mixes• 3 BM-2 mixes
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Comparison Plot
Air Voids versus Asphalt Content
0.01.02.03.04.05.06.07.0
3.5 4.0 4.5 5.0 5.5 6.0
Asphalt Content
Void
s in
Tot
al M
ix
75 Gyrations75 Blow Marshall65 Gyrations
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Superpave gyration levels
Lowvolume
Highvolume
Comments
Georgia 65 80 SMA and OGFC onInterstate
Alabama 65 80 50 gyr. SMA on IS(and OGFC)
Mississippi 65 85 50 gyr. Superpaveif <1 mill ESAL
Virginia 65 75
Tennessee 65 ?? 75 ??
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Performance Testing
Using Compaction study and APA data developed SP 407 SGC4 projects/ 1 per region- July 25, 2003 letting Mixture design with SGC at 65 gyrations and APA performance
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Performance Testing
Specification Requirements:ADT <10,000• max. rut 0.40 in.
ADT >10,000• max. rut 0.35 in.
Did NOT change any aggregate requirements
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PG 64-22 Rut Depths at 4,000 & 8,000 Cycles
0
0.1
0.2
0.3
0.4
0.5
0.6
Rut D
epth
(inc
hes)
4,000 Cycles 8,000 Cycles
53% ↑
47% ↓
0.40 in
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PG 70-22 vs. APA Cycles
0
0.1
0.2
0.3
0.4
0.5
0.6
Rut D
epth
(inc
hes)
4,000 Cycles 8,000 Cycles
29%↑
71% ↓
0.35 in.
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PG 76-22 vs. APA Cycles
0
0.1
0.2
0.3
0.4
0.5
0.6
Rut D
epth
(inc
hes)
4,000 Cycles 8,000 Cycles
32% ↑
68% ↓
0.35 in.
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APA rut depths
0
0.1
0.2
0.3
0.4
0.5
0.6
Mixture 1 Mixture 2 Mixture 3 Mixture 4
Rut D
epth
, in.
DesignPlantCore
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Effect of CAA on Rutting Performance
Proposed research project recently approved for fundingObjective: • What is the minimal level of CAA/
fractured faces needed• Evaluate different gravels with
varying % of fractured faces
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Thank You .... Questions ????