Report_2_Pavement.pdf

Begin End Direction Location Distress Length (ft) Width (ft) Area

(sqyd) Edge Drain 0+00 0+07 0+14 NB All Shoving/Pothole 6 6 4 0+35 0+38 Both All Utility Trench @ Gate 0+60 0+66 SB All Bleeding 1+30 1+40 3+20 Both Edge Shoulder Drop off 4+00 4+40 SB Edge Shoulder Drop off 5+00 5+50 NB Edge Shoulder Drop off 7+95 8+72 9+25 Both All Moderate Fatigue Cracking 53 20 120 X

10+75 11+93 Both All Porous AC Blinding 12+38 12+50 12+90 Both All Moderate Fatigue Cracking 40 20 90 X 13+15 13+40 Both All Moderate Fatigue Cracking 25 20 60 X 14+47 15+53 Both All Porous AC Blinding 15+94 17+38 Both All Porous AC Blinding 18+74 18+81 Both All Moderate Fatigue Cracking 7 20 20 X 18+75 19+03 Right Edge Shoulder Drop off 19+77 0+00 1+20 1+30 SB All Moderate Fatigue Cracking 10 10 12 X 1+25 1+28 Both All Utility Trench @ Gate 1+44 1+62 SB All Ponding X 1+80 2+35 Both All Moderate Fatigue Cracking 55 18 110 X 3+25 4+65 Both All Moderate Fatigue Cracking 140 18 280 X 6+00 0+00 0+08 1+10 SB All Moderate Fatigue Cracking 102 6 70 1+85 2+00 NB All Moderate Fatigue Cracking 15 8 14 3+40

Begin Route 10 at Int with Lindbergh Ave

Intersection with Route 300

Road Split @ Loop

Intersection with Route 100

*Spot Repair Locations

End Route 10 @ Loop Begin Route 300 @ Intersection with Route 10

End Route 300 @ Maintenance Yard Begin Route 100 @ Intersection with Route 10

End Route 100 @ Gate to Dike Road

JOHE 10(1), 100(1) Pavement Condition Survey

Photo #1: Visitor Center Access Road typical existing conditions

Photo #2: Visitor Center Access Road fatigue cracking

Photo #3: Maintenance Building Road fatigue cracking

Photo #4: Maintenance Parking ponding and fatigue cracking

Photo #5: Boat Ramp Access Road typical existing conditions

Photo #6: Dike Road typical existing conditions

Photo #7: Canoe Launch typical existing condition

Photo #8: Trail tree root damage

JOHE 10(1), 100(1) Core Results

Core # AC Thickness (in) Base Thickness (in) Soil Description C-01 3.0 6.0 Silty Fine Sand, some Clay C-02 2.5 --- Gravelly Fill over Silty Fine Sand C-03 3.5 6.0 Silty Fine Sand, some Clay C-04 3.0 8.0 Silty Fine Sand, some Clay C-05 3.0 (porous AC) 6.0+ Large Stone Base C-06 2.5 6.0 Silty Fine Sand, some Clay

Core Location Map

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module Route 10

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 126,765 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 8,000 psi Stage Construction 1

Calculated Design Structural Number 2.16 in

Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 500 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 95 2 0.0007 0 2,890 2 2.5 2 0.3 0 32,599 3 1.5 2 0.6 0 39,118 4 1 2 1.2 0 52,158

Total 100 - - - 126,765

Growth Simple

Total Calculated Cumulative ESALs 126,765

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 1.5 9 0.63 2 Existing AC 0.4 1 3 9 1.20

3 GAB 0.12 1 6 9 0.72

Total - - - 10.50 - 2.55