unique pavement designs with darwin - me
TRANSCRIPT
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Unique Pavement Designs with DARWin - ME
Chris Wagner, PEPavement and Materials Engineer
FHWA – Resource Center
February 2011
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Topics
• 3 DOT pavement design examples• Differences between DARWin – ME and
AASHTO• Validation Courtesy of NCAT• Preview of Darwin ME
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CRCP Rehabilitation
I-20 Near Talladega Motor Speedway
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Site Conditions:
• CRCP in fair condition with average 8 punchouts or patches per mile in the design lane
• Crack spacing 4 to 6 feet with tight non-working cracks
• Traffic Level = 3 million ESAL’s per year• Initial analysis period = 12 years
• Reliability = 95%
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Case 1:
Rehabilitation / Overlay of 6 miles CRCP Pavement
SMA 3.5”Superpave Varies (2.5 – 8.5)
CRCP 9” Rubbilized and Non - Rubbilized
Black Base 6”
Stabilized Soil 5”In-situ Soil Semi-Infinite
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Rubbilized CRCP
Analysis is a new HMA pavement over a strong base• Rubbilized CRCP resilient modulus
• 65,000 psi (Suggested value MEPDG MOP)• 100,000 psi (Suggested value AASHTO 93)
• Controlling design threshold is bottom up fatigue cracking
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Rubbilized CRCP
Analysis is a new HMA pavement over a strong base• Rubbilized CRCP resilient modulus
• 65,000 psi (Suggested value MEPDG MOP)• 100,000 psi (Suggested value AASHTO 93)
• Controlling design threshold is bottom up fatigue cracking
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In-tact CRCP Design (Semi-Rigid Design)
Controlling criterion:
• Future punchouts per mile• Preservation of the structural integrity of the rigid base
• Minimum overlay thickness (4” – 6”)• Reduction of the temperature gradient • Reduce shear stress b/w Asphalt and CRCP• Bond between asphalt and CRCP
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In-tact CRCP Design (Semi-Rigid Design)
Controlling criterion:
• Future punchouts per mile• Preservation of the structural integrity of the rigid base
• Minimum overlay thickness (4” – 6”)• Reduction of the temperature gradient • Reduce shear stress b/w Asphalt and CRCP• Bond between asphalt and CRCP
Structural Design
Empirical Design
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AASHTO 93 DesignLayer Material Structural Coeff. Thickness (in) Calculated SN
1/2” SMA 0.54 1.4 0.76
¾” SMA 0.54 1.98 1.07
1” HMA 0.54 2.48 1.34
1” HMA 0.54 2.92 1.58
1” HMA 0.54 3.15 1.70
Rubbilized CRCP 0.22 9 1.98
In-Situ Black Base 0.22 6 1.32
In-Situ Stabilized Soil 0.05 5 0.25
Total 32 in 9.99
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AASHTO 93 DesignLayer Material Structural Coeff. Thickness (in) Calculated SN
1/2” SMA 0.54 1.4 0.76
¾” SMA 0.54 1.98 1.07
1” HMA 0.54 2.48 1.34
1” HMA 0.54 2.92 1.58
1” HMA 0.54 3.15 1.70
Rubbilized CRCP 0.22 9 1.98
In-Situ Black Base 0.22 6 1.32
In-Situ Stabilized Soil 0.05 5 0.25
Total 32 in 9.99
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AASHTO 93 DesignLayer Material Structural Coeff. Thickness (in) Calculated SN
1/2” SMA 0.54 1.4 0.76
¾” SMA 0.54 1.98 1.07
1” HMA 0.54 2.48 1.34
1” HMA 0.54 2.92 1.58
1” HMA 0.54 3.15 1.70
Rubbilized CRCP 0.22 9 1.98
In-Situ Black Base 0.22 6 1.32
In-Situ Stabilized Soil 0.05 5 0.25
Total 32 in 9.99
12 in HMA
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Performance Threshold
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Performance Threshold
Structurally Adequate
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Semi Rigid Pavement (In-tact CRCP)
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Let’s Vote:
To Rubbilize…. …or not to Rubbilize
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Pavement Design Suggestion
1. Non-Rubbilized CRCP with 6-8 inch HMA overlay
• Use SMA for top 2 layers• Use hydrated lime in all layers (granite aggregates)
• Patch all working punchouts
2. Rubbilize and HMA overlay of 10 inches• Use resonance breaker
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Case 2: New Major Arterial By-pass
• DELDOT• Traffic Level = 3.25 million ESAL’s per year• Initial analysis period = 20 years = 65 Million ESAL’s
• Reliability = 95%
Figure 1: Project Loca1on
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Case 2: New Alignment: Major Arterial
12.5mm Superpave HMA Wearing Course - 2”19 mm Superpave HMA Intermediate Course
2” – 6”HMA Black Base HMA Base Course
4” – 10”
Graded Aggregate Base8”
Borrow Material (A-4-4) 12”
In-situ Soil (A-6) Semi-Infinite
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AASHTO 93 Design
Flexible Structural Design18-kip ESALs over Initial Performance Period = 64,924,334Initial Serviceability = 4.2Terminal Serviceability = 2.5Reliability Level = 95 %Overall Standard Deviation = 0.44Roadbed Soil Resilient Modulus = 5,000 psiStage Construction 1Calculated Design Structural Number = 7.52 in
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Required HMA Thickness = 18 in
Layer Material Description
Struct Coef.(Ai)
Drain Coef.(Mi)
Thickness (Di)(in)
CalculatedSN (in)
1 Type C 0.4 1 2 0.80
2 Type B 0.4 1 6 2.40
3 BCBC 0.32 1 10 3.20
4 GABC 0.14 1 8 1.12
Total 26 7.52
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MEPDG Analysis
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Indiana DOT Experience
RoadAASHTO 93 Thickness Result
MEPDG Thickness ResultEs<mated Contract Saving ($)
Actual Contract Saving ($) Total Savings ($)
I-‐465 16”-‐18’ PCCP 14”-‐18’ PCCP $1,475,000
I-‐465 Ramps ( ) 12.5”-‐18’ PCCP 11”-‐18’ PCCP $112,000 $1,000,000I-‐465 Ramps ( 40/Wash. St)
12.5”-‐18’-‐PCCP 12.5”-‐18’PCCP $0
I-‐80(mainline) 16”-‐18’-‐PCCP 14”-‐18’-‐PCCP $361,000 $775,170
I-‐80(Ramp) 12”-‐18’-‐PCCP 10.5”-‐18’-‐PCCP $520,000
SR 14 15”-‐HMA 13.5”-‐HMA $333,000 $155,440
US 231 11”-‐18-‐PCCP 10”-‐18’-‐PCCP $333,000 $0
US 231-‐Ramp 10”-‐18’-‐PCCP 9.5”-‐18’-‐PCCP $28,000
US 231 15.5”-‐HMA 13”-‐HMA $557,000 $0
SR 62 16”-‐HMA 13”-‐HMA $403,000 $420,548
US 231 11”-‐18’-‐PCCP 10”-‐18’-‐PCCP $178,000 $0 4,300,000
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Indiana DOT Experience
RoadAASHTO 93 Thickness Result
MEPDG Thickness ResultEs<mated Contract Saving ($)
Actual Contract Saving ($) Total Savings ($)
I-‐465 16”-‐18’ PCCP 14”-‐18’ PCCP $1,475,000
I-‐465 Ramps ( ) 12.5”-‐18’ PCCP 11”-‐18’ PCCP $112,000 $1,000,000I-‐465 Ramps ( 40/Wash. St)
12.5”-‐18’-‐PCCP 12.5”-‐18’PCCP $0
I-‐80(mainline) 16”-‐18’-‐PCCP 14”-‐18’-‐PCCP $361,000 $775,170
I-‐80(Ramp) 12”-‐18’-‐PCCP 10.5”-‐18’-‐PCCP $520,000
SR 14 15”-‐HMA 13.5”-‐HMA $333,000 $155,440
US 231 11”-‐18-‐PCCP 10”-‐18’-‐PCCP $333,000 $0
US 231-‐Ramp 10”-‐18’-‐PCCP 9.5”-‐18’-‐PCCP $28,000
US 231 15.5”-‐HMA 13”-‐HMA $557,000 $0
SR 62 16”-‐HMA 13”-‐HMA $403,000 $420,548
US 231 11”-‐18’-‐PCCP 10”-‐18’-‐PCCP $178,000 $0 4,300,000
Total Estimated Savings =
$10 Million
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Practical Design Aspect (Conceptual)
0
3.25
6.50
9.75
13.00
50 63 75 88 100
Thic
knes
s
Relaibility
AASHTO ‘93MEPDG
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0
5
10
15
20
100,000 1,000,000 10,000,000 100,000,000 1,000,000,000
Thi
ckne
ss
Traffic (ESALs) to Failure
PCC AASHTo '72PCC MEPDG Log.(PCC MEPDG )
50% Reliability Analysis
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Cumulative Differences
0
3.25
6.50
9.75
13.00
50 63 75 88 100
Thic
knes
s
Relaibility
0
5
10
15
20
100,000 1,000,000 10,000,000 100,000,000 1,000,000,000
y = 0.8166ln(x) - 4.5483R² = 0.9721
PCC
Thi
ckne
ss
Traffic (ESALs) to Failure
PCC AASHTo '72 PCC MEPDG Log.(PCC MEPDG )
+ =
Big difference in thickness at high ESAL design and exaggerated at high reliability levels
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Continued MEPDG Validation
Thanks NCAT• Dr. Dave Timm• Kendra Davis
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N8 2006 Rutting
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N6 2003-2006 Rutting
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N6 2003-2006 Rutting
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Rutting Measured vs. Predicted
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N3 2003-2006 IRI
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N9 2006 IRI
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N1 2003 IRI
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N1 2003 Bottom-Up Fatigue Cracking
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Final Cracking Comparison
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Final Cracking Comparison
MEPDG Correctly Designed 12 of 14
at 50% Design Reliability
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What about Polymers?
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DARWin-ME Improvements
Efficiency
Increase software speedAutomated thickness optimization
Batch modeSensitivity
Functionality
SI versionTraffic capsStability
Correct reported bugs (Task Force directed)Improve error handling
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Enterprise Software
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Opening Screen
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Optimization
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Optimization
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Runtime Improvements
Proj Name
Description MEPDG-v1.1 Runtime
MEPDG-v1.1 Runtime
DarwinME Runtime
DarwinME Runtime
Proj Name
Description
Overall * APADS Overall APADS
Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 3.5 GB RAM
121
New HMA:8” AC , Binder 10%, Air voids 8.5%, Granular base. 13’45” 12’21” 5’11” 4’30”
Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM Following run+me is measured on a laptop of 32bit XP, 3 GHz, 1.0 GB RAM
121 New HMA:8” AC , Binder 10%, Air voids 8.5%, Granular base.
32’28” 30’00” 11’37” 9’40”
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DARWin –ME is a powerful tool to make a pavement design decision
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