Pavement_Memo.pdf

Sta. Begin Sta. End Direction Location Distress Length (ft) Width (ft) Area (sqyd) 100+00 100+75 101+25 EB All Fatigue Cracking, Ravelling, Potholing 50 12 67 105+00 107+00 EB EOP Edge Drop & Cracking 200 1 22 107+50 108+25 EB All Fatigue Cracking 75 12 100 109+50 110+25 EB All Ravelling 75 12 100 221+00 221+50 EB All Ravelling 50 12 67 221+00 222+00 WB All Ravelling 100 12 133 123+50 BOTH All CMP Settlement 123+50 124+50 EB All Ravelling 100 12 133 124+00 124+25 WB All Ravelling 25 12 33 125+25 125+75 EB All Ravelling 50 12 67 128+50 129+50 EB All Ravelling 100 12 133 128+75 129+25 WB All Ravelling 50 12 67 131+50 132+25 EB All Ravelling 75 12 100 141+50 142+50 WB EOP Edge Drop & Cracking in Entrance Radius 100 1 11

Sta. Begin Sta. End Direction Location Distress Length (ft) Width (ft) Area (sqyd) 200+00 220+50 222+00 SB EOP Edge Drop & Cracking 150 1 17 222+00 222+50 NB ALL Fatigue Cracking, Ravelling, Potholing 50 12 67 223+50 224+00 BOTH ALL Fatigue Cracking, Ravelling, Potholing 50 25 139 230+00 231+00 BOTH ALL Fatigue Cracking, Ravelling, Potholing 100 25 278 233+50 234+50 BOTH ALL Fatigue Cracking 100 25 278 239+50 240+00 SB All Fatigue Cracking 50 12 67 239+50 243+00 NB All Fatigue Cracking 350 12 467 243+00 243+50 SB All Fatigue Cracking 50 12 67 243+00 243+50 NB EOP Edge Drop & Cracking 50 1 6 247+00 253+00 NB ALL Fatigue Cracking, Ravelling, Potholing 600 12 800 248+00 249+25 NB EOP Edge Drop & Cracking 125 1 14 250+50 253+00 SB ALL Fatigue Cracking, Ravelling, Potholing 250 12 333

Fort Dupont Drive Route 17

Begin Route

Fort Davis Drive Route 18

Begin Route

Pavement Condition Survey

Image 1. Section of Fort Dupont Drive exhibiting fatigue cracking and potholing that will require reconstruction.

Image 2. Typical pavement distress of Fort Davis Drive.

Core # C 01 C 02 C 03 C 04 Station 101+00 114+00 127+25 139+00 Unbound HMA Depth (in.)

3.5 5 3.25 N/A

Bound HMA Depth (in.)

3 3 5.25 8

Aggregate Base Depth (in.)

Undetermined Undetermined Undetermined Undetermined

Subgrade Description

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Core # C 05 C 06 C 07 C 08 C 09 Station 202+00 215+25 226+00 239+00 254+00 Unbound HMA Depth (in.)

N/A N/A N/A 4.5 N/A

Bound HMA Depth (in.)

6.5 6.5 8 3.5 5

Aggregate Base Depth (in.)

Undetermined 8 Undetermined 8 8

Subgrade Description

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Core # Core # C 14 C 15 Station Station 305+50 314+75 Bound HMA Depth (in.)

Bound HMA Depth (in.)

2.5 2.5

Unbound HMA Depth (in.)

Unbound HMA Depth (in.)

N/A N/A

Aggregate Base Depth (in.)

Aggregate Base Depth (in.)

1.5 4.5

Subgrade Description

Subgrade Description

Brown sandy clay with river gravel

Brown sandy clay with river gravel

Core # C 10 C 11 C 12 Station 12+75 14+00 16+25 Unbound HMA Depth (in.)

1.5 N/A 1.5

Bound HMA Depth (in.)

1.5 NO HMA: 4" SOD 1.5

Aggregate Base Depth (in.)

4 (coal?) N/A 4 (coal?)

Subgrade Description

Brown sandy clay with river gravel

Tan clay with trace sand

Brown sandy clay with river gravel

NACE 17(2)18(1), etc Pavement Cores Summary

LANHAM ESTATES LOOP ROAD ROUTE 0118

RIDGE PICNIC AREA ROAD ROUTE 0019

2.5

N/A

1.5

Brown sandy clay with river gravel

FORT DUPONT DRIVE ROUTE 0017

FORT DAVIS DRIVE ROUTE 0018

RIDGE PICNIC AREA LOOP ROUTE 0206

C 13

402+25

Segment Station DO68 (mils) Mr (psi) CBRCOE CBRSAM Ep (psi) SNeff Load (lbs) Pressure (psi) A 20000 4.11 41281 28 56 469000 5.07 8989 82.2 A 20200 18.52 17543 12 15 58000 2.53 8871 81.1 A 20400 14.60 22983 15 23 72000 2.71 8869 81.1 A 20600 12.11 24814 17 26 95000 2.98 8956 81.9 A 20800 11.46 31407 21 37 88500 2.91 8910 81.5 A 21000 14.10 25534 17 27 72500 2.72 8948 81.8 A 21203 13.39 24025 16 25 82000 2.83 8951 81.8 A 21404 16.11 18720 12 17 70500 2.70 8891 81.3 A 21600 12.59 23619 16 24 92500 2.95 8959 81.9 A 21800 14.97 14835 10 12 97500 3.00 8934 81.7 A 22001 14.55 17840 12 16 87000 2.89 8858 81.0

23873

B 22200 17.56 17168 11 15 61000 2.83 8888 81.3 B 22401 21.68 15517 10 13 47000 2.60 8926 81.6 B 22600 20.92 10643 7 7 64500 2.89 8948 81.8 B 22828 13.55 20087 13 19 85500 3.17 8929 81.7 B 23200 17.81 14105 9 11 68500 2.95 8907 81.4 B 23404 19.18 15361 10 12 57000 2.77 8921 81.6 B 23600 15.23 16963 11 14 77500 3.07 8863 81.1 B 23800 20.62 14666 10 11 52000 2.69 8899 81.4 B 24001 17.56 12575 8 9 76500 3.06 8912 81.5 B 24200 17.73 12096 8 9 78000 3.08 8945 81.8 B 24400 24.14 10402 7 7 50500 2.66 8904 81.4 B 24600 14.51 14860 10 12 94500 3.28 8923 81.6 B 24800 27.23 10922 7 7 40000 2.46 8896 81.4

14259

C 25200 26.66 9374 6 6 54000 2.21 8874 81.2 C 25401 29.89 9376 6 6 44000 2.07 8923 81.6 C 25600 30.42 10891 7 7 37500 1.96 8926 81.6 C 25801 15.72 18005 12 16 81500 2.54 8855 81.0 C 26036 38.50 6713 4 3 36500 1.94 8926 81.6 C 26201 33.17 7846 5 4 42000 2.03 8874 81.2

10368

18665 89042 2.95

Fort Davis FWD Analysis

Average Mr, A+B Average Ep, A+B

Average SNeff, A+B

Average Mr, Segment A

Average Mr, Segment B

Average Mr, Segment C

Based on the deflection testing results, the effective structural number of the existing AC pavement and underlying materials is approximately 2.95. We assume a structural layer coefficient of 0.3 for the existing AC based on condition survey data (AASHTO 1993 Guide). Therefore, the post milling structural number for the remaining pavement (4 inches) will be approximately 1.8.

Segment Station DO68 (mils) Mr (psi) CBRCOE CBRSAM Ep (psi) SNeff Load (lbs) Pressure (psi) A 10000 6.55 18183 12 16 479500 5.11 9246 84.6 A 10200 11.87 19588 13 18 119000 3.21 8962 81.9 A 10400 12.49 22186 15 22 98000 3.01 8948 81.8 A 10600 13.38 19227 13 17 96500 2.99 8926 81.6 A 10800 11.31 24570 16 25 112500 3.15 9159 83.8 A 11000 15.11 20037 13 19 83000 2.85 9437 86.3 A 11200 11.77 22041 15 22 107500 3.10 8877 81.2 A 11415 11.58 16991 11 14 159000 3.53 9489 86.8 A 11600 17.73 14430 10 11 73000 2.73 8923 81.6

19695

B 11800 18.55 15802 11 13 60000 2.82 8975 82.1 B 12000 13.86 15157 10 12 101000 3.35 8923 81.6 B 12201 15.74 12512 8 9 93500 3.27 8899 81.4 B 12451 11.41 20384 14 19 113000 3.48 8918 81.6 B 12600 12.10 15196 10 12 130000 3.65 8932 81.7

15810

C 12801 10.24 23019 15 23 125000 3.60 8937 81.7 C 13002 10.93 18618 12 17 133500 3.68 8997 82.3 C 13202 13.07 17524 12 15 99500 3.34 8893 81.3 C 13400 12.03 20636 14 19 101000 3.35 8863 81.1 C 13699 10.07 19808 13 18 147500 3.80 9003 82.3 C 13803 13.47 17193 11 15 96500 3.30 8932 81.7 C 14000 14.80 13947 9 11 95500 3.29 8888 81.3 C 14200 13.47 16408 11 14 100000 3.34 8943 81.8

18394

18339 123818

3.36

Fort Dupont FWD Analysis

Average Mr Average Ep

Average SNeff

Average Mr, Segment A

Average Mr, Segment B

Average Mr, Segment C

1993 AASHTO Pavement Design

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

Overlay Design Module

NACE 17(2)-18(2)

Fort Dupont Drive and Fort Davis Drive

AC Overlay of AC Pavement

Structural Number for Future Traffic 3.46 in

Design Method Effective Existing

Structural Number (in) Overlay

Structural Number (in) Component Analysis - -

Remaining Life - - Non-Destructive Testing 1.8 1.66

Structural Number for Future Traffic

Future 18-kip ESALs Over Design Period 1,412,685 Initial Serviceability 4.2 Terminal Serviceability 3 Reliability Level 90 % Overall Standard Deviation 0.49 Subgrade Resilient Modulus 11,000 psi

Calculated Structural Number for Future Traffic 3.46 in

Future Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 7,800 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 %

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 6 2 0.0001 0 244 2 85 2 0.0007 0 24,206 3 5.6 2 0.0022 0 5,012 4 - - - 0 - 5 1.8 2 0.5 0 366,147 6 1.4 2 1.5 0 854,343 9 0.2 2 2 0 162,732

Total 100 - - - 1,412,685

Growth Simple

Total Calculated Cumulative ESALs 1,412,685

Specified Layer Design

Layer Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width (ft)

Calculated SN (in)

1 HACP 0.44 1 4 12 1.76

Total - - - 4.00 - 1.76

1993 AASHTO Pavement Design

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

Flexible Structural Design Module Lanham Estates Loop

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 24,927 Initial Serviceability 4.2 Terminal Serviceability 3 Reliability Level 90 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 11,000 psi Stage Construction 1

Calculated Design Structural Number 1.65 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

2 99 2 0.0007 0 3,012 4 1 2 0.6 0 26,079

Total 100 - - - 29,091

Growth Simple

Total Calculated Cumulative ESALs 29,091

Specified Layer Design

Layer Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width (ft)

Calculated SN (in)

1 HACP 0.44 1 3 - 1.32

2 GAB 0.1 1 6 - 0.60

Total - - - 9.00 - 1.92