Report_Pavement_Cores.pdf
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- Attached to
- OCMU 10(2) - Ocmulgee National Monument
- Solicitation number
- DTFH71-16-B-00029
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Report - Pavement Cores
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Text version
Core Results and Location Map
Core # Location AC Thickness Base Subgrade C-01 STA 111+00 4.0 Prime coat Red sandy clay C-02 STA 126+00 4.0 Prime coat Red sandy clay C-03 STA 139+00 4.0 Prime coat Red-orange sandy clay C-04 STA 153+00 3.5 Prime coat Red-orange sandy clay C-05 STA 168+00 3.5 Prime coat Red sandy clay C-06 Route 905 3.25 6.5 GAB Orange-brown sandy clay C-07 Route 904 3.75 --- Red-brown sandy clay C-08 Bus Turnaround 3.0 10 GAB Red sandy clay C-09 Route 902 2.75 6.5 GAB Red sandy clay C-10 Route 400 3.25 --- Red-orange sandy clay
Project Photos
Route 10 – Typical Existing Conditions
High Severity Transverse Cracking
Longitudinal Cracking
Block Cracking
Parking Area – Typical Existing Conditions
Route 400 – Typical Existing Conditions
1993 AASHTO Pavement Design
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Flexible Structural Design Module 6" FDR and AC overlay
Flexible Structural Design
18-kip ESALs Over Initial Performance Period 104,161 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 15,000 psi Stage Construction 1
Calculated Design Structural Number 1.64 in
Rigorous ESAL Calculation
Performance Period (years) 25 Two-Way Traffic (ADT) 117 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 %
Vehicle Class
Percent of
ADT
Annual
Growth
Average Initial Truck Factor
(ESALs/ Truck)
Annual % Growth in
Truck Factor
Accumulated 18-kip ESALs over Performance Period
1 89.5 2 0.0007 0 830 2 5 2 0.3 0 19,871 3 5 2 1.2 0 79,486 4 0.5 2 0.6 0 3,974
Total 100 - - - 104,161
Growth Simple
Total Calculated Cumulative ESALs 104,161
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
1 AC Pavement 0.42 1 2 10 0.84 2 FDR with cement 0.25 1 6 10 1.50
Total - - - 8.00 - 2.34
1993 AASHTO Pavement Design
DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product
Flexible Structural Design Module
1.5 inch Mill and Overlay
Flexible Structural Design
18-kip ESALs Over Initial Performance Period 79,969 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 15,000 psi Stage Construction 1
Calculated Design Structural Number 1.56 in
Rigorous ESAL Calculation
Performance Period (years) 20 Two-Way Traffic (ADT) 117 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 %
Vehicle Class
Percent of
ADT
Annual
Growth
Average Initial Truck Factor
(ESALs/ Truck)
Annual % Growth in
Truck Factor
Accumulated 18-kip ESALs over Performance Period
1 89.5 2 0.0007 0 637 2 5 2 0.3 0 15,256 3 5 2 1.2 0 61,025 4 0.5 2 0.6 0 3,051
Total 100 - - - 79,969
Growth Simple
Total Calculated Cumulative ESALs 79,969
Specified Layer Design
Layer Material Description
Struct Coef.
(Ai)
Drain Coef.
(Mi)
Thickness (Di)(in)
Width (ft)
Calculated SN (in)
1 AC Pavement 0.42 1 2 10 0.84 2 Milled AC Pavement 0.3 1 2.5 10 0.75
Total - - - 4.50 - 1.59
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