Pavement Memo.pdf

Page 1 of 5 Pages

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA- 121 for informal correspondence. MINUTE-MEMO

M:\PROJECTS\nama\16(2)_20(2)_ETC\Techserv\Pavement\Correspondence\NAMA 16(2)-20(2)_Pavement Memo.doc

SUBJECT: Pavement Recommendation for NAMA 16(2), 20(2), Etc.

TO MESSAGE/COMMENT FROM/DATE

S. Hailegiorgis PS&E Project Manager

And:

J. Johnson Highway Design Manager

Through:

A. Teikari Highway Design Engineer

To support developing 30% PS&E, the pavements team is submitting findings and recommendations for the project NAMA 16(2), 20(2), Etc. The project site is located near the Tidal Basin and National Mall in Washington, DC. The project consists of rehabilitating and resurfacing Rock Creek and Potomac Parkway, Independence Avenue, 17th Street, and the East and West Tidal Basin Turnarounds. Please note that upon completing further analyses, this recommendation is subject to change; and the changes will be included in an addendum.

Images from the pavement evaluation field trip, core summary, and pavement condition survey are attached.

Rock Creek & Potomac Parkway Northbound and Southbound (Route 16)

This route has not been rehabilitated for over 20 years, and according to the as-built plans for the previous project on this route, NPS NACC 16(1), the existing pavement structure should consist of approximately 7-inches of asphalt concrete (AC) pavement over 8-inches of aggregate base. Based on the field investigation conducted on November 13, 2014, the existing pavement is experiencing isolated cracking as well as severe raveling and joint deterioration on multiple utility and maintenance patches. As a result, the pavements group recommends that the existing AC pavement be milled and overlaid with 2-inches AC pavement according to the requirements in Table 1.

Table 1. Rock Creek & Potomac Parkway Pavement Recommendation

Layer Minimum Thickness

(in)

Comments

AC Surface Course

Gyratory Asphalt Concrete Pavement (GACP), ≥ 3 x 106 ESAL’s, ½”

Nominal Maximum Size Aggregate (NMSA), Type IV roughness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

Asphalt Pavement Milling

Asphalt Pavement Milling as per

Section 413 of the FP-14 Specifications

Additionally, full depth patch repairs will be necessary in the sections where utility or maintenance patches are currently located and identified in the attached condition survey. The estimated quantity of full depth patching is 535 square yards, as identified in the attached pavement condition survey. Full depth repairs should be addressed according to the requirements in Table 2.

L. Willett Pavement

B. Eshbaugh Pavement Team Leader

S. Whittemore Technical Services

03/02/2015

Page 2 of 5 Pages

Table 2. Rock Creek & Potomac Parkway Full Depth Repairs

Minimum Thickness

GACP, ≥ 3 x 106 ESAL’s, ½” NMSA, Type IV roughness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

AC Base Course 2 ½ GACP, ≥ 3 x 106 ESAL’s, ¾” NMSA

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

AC Base Course 2 ½ GACP, ≥ 3 x 106 ESAL’s, ¾” NMSA

Aggregate Base Course

Base Aggregate, Grading C or D, as per Section 703 of the FP-14 Specifications

Geotextile --- Separation Geotextile Class 2 – Type

E, as per Section 714 of the FP-14 Specifications

Any sub-excavation beyond what is outlined in Table 2 should be backfilled with Aggregate Base Course, Grading C or D, over Geotextile, Class 2 – Type E.

17th Street SW (Route 20)

This route has not been rehabilitated for over 20 years, and the existing pavement is exhibiting frequent reflective transverse cracks with moderate deterioration. Based on the field investigation on November 13, 2014, the AC thickness ranges from 4 to 5 ½-inches over Portland cement concrete (PCC) base. As a result, the pavements group recommends that the existing AC pavement be removed to the PCC base and overlaid with AC pavement according to the requirements in Table 3. A wedge and level course will be required prior to the overlay in order to establish grade and curb reveal for positive drainage.

Page 3 of 5 Pages

Table 3. 17th Street Pavement Recommendation

Minimum Thickness

1 ½ GACP, ≥ 3 x 106 ESAL’s, ½” NMSA, Type II roughness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

AC Base Course 2 ½ GACP, ≥ 3 x 106 ESAL’s, ¾” NMSA

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

Wedge and Level

Varies GACP, ≥ 3 x 106 ESAL’s, ½” NMSA

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

After milling has been performed, the condition of lower pavement layers can be determined. Base on the field determination, it may be necessary to perform joint repairs or patching on the existing PCC base slabs at the discretion of the

CO.

Independence Avenue Eastbound and Westbound (Route 502 & 503)

The section of these routes East of Kutz Bridge was last rehabilitated in 2010, and the section West of Kutz Bridge was last rehabilitated in 2003. The existing pavements are exhibiting sections with moderate fatigue cracking as well as reflective transverse cracking with joint deterioration. Based on the field investigation on November 13, 2014, the AC thickness ranged from 2 ½ to 11-inches over PCC base on Independence Avenue Eastbound, and 3 ½ to 10-inches over PCC base on Independence Avenue Westbound. As a result, the pavements group recommends that the existing AC pavement be milled 4-inches and overlaid with AC pavement according to the requirements in Table 4. Due to the varying depth of the asphalt concrete along these routes, adjustments to the milling depth will need to be made in the field. Sections with less than 2-inches of remaining asphalt post-milling should be milled to the existing PCC base, and covered with a wedge and level course prior to being overlaid to establish grade and curb reveal. The estimated length of full depth AC milling is 3,500 linear feet, as identified in the attached summary of existing AC and proposed removal depths based on previous project as-built plans.

Page 4 of 5 Pages

Table 4. Independence Avenue Pavement Recommendation

Minimum Thickness

1 ½ GACP, ≥ 3 x 106 ESAL’s, ½” NMSA, Type II roughness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

AC Base Course 2 ½ GACP, ≥ 3 x 106 ESAL’s, ¾” NMSA

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

Wedge and Level

Varies GACP, ≥ 3 x 106 ESAL’s, ½” NMSA

Asphalt Tack Coat

In sections where the PCC base will be exposed post-milling, the condition of lower pavement layers can be determined. Base on the field determination, it may be necessary to perform joint repairs or patching on the existing PCC base slabs at the discretion of the CO.

Tidal Basin Turnarounds – East and West (Route 515 & 516)

The Eastern turnaround (Route 515) was last rehabilitated in 2010, and the Western turnaround (Route 516) in 2003. The existing pavement is exhibiting moderate transverse cracking and distress. Based on the field investigation on November 13, 2014, the AC thickness ranges from 5 to 5 ½-inches over fiberglass grid reinforcing fabric and PCC base. As a result, the pavements group recommends that the existing AC pavement be removed to the PCC base and overlaid with AC pavement according to the requirements in Table 5. A wedge and level course will be required prior to the overlay in order to establish grade on curb reveal for positive drainage.

Page 5 of 5 Pages

Table 5. Tidal Basin Turnarounds Pavement Recommendation

Minimum Thickness

1 ½ GACP, ≥ 3 x 106 ESAL’s, ½” NMSA, Type II roughness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

AC Base Course 3 GACP, ≥ 3 x 106 ESAL’s, ¾” NMSA

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

Wedge and Level

Varies GACP, ≥ 3 x 106 ESAL’s, ½” NMSA

Asphalt Tack Coat

In sections where the PCC base will be exposed post-milling, the condition of lower pavement layers can be determined. Base on the field determination, it may be necessary to perform joint repairs or patching on the existing PCC base slabs at the discretion of the CO.

cc: Pavement (L. Willett), Highway Design (S. Siou), TS Reading w/ attachments

Image 1:

Existing pavement condition on Rock Creek & Potomac Parkway.

Image 2:

Example of location on Rock Creek & Potomac Parkway Northbound Southbound requiring full‐depth repair.

Image 3:

Existing pavement condition on Independence Avenue Eastbound.

Image 4:

Existing pavement condition on 17th

Street.

Image 5: Close up of distress on Independence Ave.

Image 6: Close up of distress on 17th Street.

Begin Station End Station Lane Description

0+00 ‐‐‐ All Begin at intersection with Ohio Drive E

15+10 ‐‐‐ Pavement Change

15+60 ‐‐‐ Minor joint deterioration

25+83 33+62 Kutz Bridge

46+22 ‐‐‐ Intersection with Raoul Wallerberg Place SW

51+10 ‐‐‐ All End at intersection with 14th Street NW

Begin Station End Station Lane Description

0+00 ‐‐‐ All Begin at intersection with 14th Street NW

20+85 22+50 3 High severity shoving

23+50 27+55 3 Moderate fatigue cracking W

27+55 ‐‐‐ All Pavement Change

27+55 35+20 All Fatigue cracking, joint deterioration

35+20 ‐‐‐ All Pavement Change

29+20 29+80 1 Longitudinal joint deterioration

35+85 36+75 All Fatigue cracking, joint deterioration

51+65 51+77 All Transverse crack with minor deterioration

52+15 ‐‐‐ All End at intersection with Ohio Drive

Begin Station End Station Lane Description

0+00 ‐‐‐ All Begin at southern crosswalk from ramp at

Independence Avenue

0+27 ‐‐‐ All Transverse crack with moderate deterioration

1+55 ‐‐‐ All Transverse crack with minor deterioration

1+76 ‐‐‐ All Transverse crack with minor deterioration

2+41 ‐‐‐ All; 4 Transverse crack with minor deterioration; possible corner break (approx. 10 feet) N

2+88 ‐‐‐ All Transverse crack with minor deterioration

3+32 ‐‐‐ All Transverse crack with minor deterioration

3+85 ‐‐‐ All Transverse crack with moderate deterioration

4+56 ‐‐‐ All Transverse crack with moderate deterioration

4+97 ‐‐‐ All Transverse crack with moderate deterioration

5+63 ‐‐‐ All Transverse crack with minor deterioration

6+14 ‐‐‐ All Transverse crack with moderate deterioration

6+85 ‐‐‐ All Transverse crack with minor deterioration

7+30 ‐‐‐ All Transverse crack with minor deterioration

7+75 ‐‐‐ All Transverse crack with minor deterioration

8+31 ‐‐‐ All Transverse crack with moderate deterioration

11+05 ‐‐‐ All End at intersection with Constitution Avenue NW

Begin Station End Station Lane Description

0+00 ‐‐‐ All Begin at pavement change near Route 17.

0+50 0+63 1 Ravelling existing patch

6+25 6+30 All Utility patch

7+15 7+20 3 & 4 Utility patch N

9+80 10+00 All Utility patch

11+00 11+75 2 Ravelling existing patch

13+35 14+65 2 Ravelling existing patch

13+70 13+75 1 Ravelling existing patch

14+30 14+65 1 Ravelling existing patch

16+65 16+95 1 Ravelling existing patch

17+15 17+20 All Utility patch

18+65 18+95 4 Utility patch

19+30 19+55 3 & 4 Utility patch

20+15 20+20 All Utility patch

31+75 ‐‐‐ All End at intersection with Virginia Avenue

Estimated full depth patching (Route 16):

4785 sqft

535 sqyd

NAMA 16(2), 20(2), Etc. Pavement Condition Survey

Note: Items in RED denote potential full depth repair locations.

LANE 1 LANE 2 LANE 3 LANE 4

Independence Avenue WB ‐ Route 503

Independence Avenue EB ‐ Route 502

Rock Creek & Potomac Parkway ‐ Route 16

LANE 3 LANE 2 LANE 1

LANE 1 LANE 2 LANE 3

LANE 1 LANE 2 LANE 3 LANE 4

17th Street ‐ Route 20

Note:

Independence Avenue Eastbound ‐ Route 502

C‐01 C‐02 C‐03 C‐04 C‐05

HMA Depth (inches) 9.5 9 11 6 2.5

Independence Avenue Westbound ‐ Route 503

C‐06 C‐07 C‐08

HMA Depth (inches) 3.5 7.5 10

West Tidal Basin Turnaround ‐ Route 516

C‐15

HMA Depth (inches) 5.5

East Tidal Basin Turnaround ‐ Route 515

C‐16

HMA Depth (inches) 5

17th Street ‐ Route 20 ZZ

Northbound C‐11 C‐12

HMA Depth (inches) 4 5

Southbound C‐13 C‐14

HMA Depth (inches) 5.5 5.5

NAMA 16(2), 20(2), etc. Cores Summary

HMA Depth represents thickness above PCC base.

Geotextile grid layer between HMA and PCC at this location.

2+140 7.9 4 Transition 2+140 5.9 4

2+150 3.9 4 To PCC base 2+160 7.9 4

2+160 7.9 4 Transition 2+180 11.8 4

2+180 7.9 4 2+200 13.8 4

2+200 9.8 4 2+220 17.7 4

2+220 13.8 4 2+240 19.7 4

2+240 17.7 4 2+260 19.7 4

2+260 17.7 4 2+280 17.7 4

2+280 17.7 4 2+300 17.7 4

2+300 15.7 4 2+320 15.7 4

2+320 10.8 4 2+340 13.8 4

2+330 8.9 4 2+360 11.8 4

2+340 8.9 4 2+380 9.8 4

2+360 11.8 4 2+400 7.9 4

2+380 12.8 4 2+420 10.8 4

2+400 10.8 4 2+440 16.7 4

2+420 10.8 4 2+460 21.7 4

2+440 9.8 4 2+480 18.7 4

2+460 9.8 4 2+500 13.8 4

2+480 8.9 4 2+520 10.8 4

2+500 9.8 4 2+540 10.8 4

2+520 13.8 4 2+560 9.8 4

2+540 7.9 4 2+580 7.9 4

2+560 15.7 4 2+600 5.9 4 Transition

2+580 12.8 4 2+620 2.0 2 To PCC base

2+600 7.9 4 Transition 2+640 2.0 2 To PCC base

2+620 3.9 4 To PCC base 2+660 5.9 4 Transition

2+640 2.0 2 To PCC base 2+680 5.9 4

2+660 3.9 4 To PCC base 2+700 10.8 4

2+680 7.9 4 Transition 2+720 13.8 4

2+700 9.8 4 2+740 13.8 4

2+720 13.8 4 2+760 13.8 4

2+740 13.8 4 2+780 13.8 4

2+760 12.8 4 2+800 13.8 4

2+780 12.8 4 2+820 13.8 4

2+800 11.8 4 2+840 11.8 4

2+820 11.8 4 2+860 7.9 4 Transition

2+840 10.8 4 2+880 3.9 4 To PCC base

2+860 10.8 4 2+900 2.0 2 To PCC base

2+880 6.9 4 Transition 2+920 2.0 2 To PCC base

2+900 3.0 3 To PCC base 2+940 2.0 2 To PCC base

2+920 2.0 2 To PCC base

2+940 2.0 2 To PCC base

Station (m) Station (m)

Existing HMA and Proposed Milling Depths

Based on As‐Built Plans from PRA NACC 502(2), 503(2)

Notes Notes

EB Independence Ave. West of Kutz Bridge WB Independence Ave. West of Kutz Bridge

Existing HMA Depth

(in)

Proposed HMA Removal

Depth (in)

Existing HMA Depth

(in)

Proposed HMA Removal

Depth (in)

3+180 2.0 2 To PCC base 3+180 2.0 2 To PCC base

3+200 5.9 4 3+200 3.9 4 To PCC base

3+220 3.9 4 To PCC base 3+220 7.9 4 Transition

3+240 3.9 4 To PCC base 3+240 6.9 4

3+260 5.9 4 Transition 3+260 6.9 4

3+280 5.9 4 3+280 6.9 4

3+300 5.9 4 3+300 7.9 4

3+320 5.9 4 3+320 7.9 4

3+340 5.9 4 Transition 3+340 5.9 4

3+350 3.9 4 To PCC base 3+360 5.9 4

3+360 2.0 2 To PCC base 3+380 5.9 4

3+380 2.0 2 To PCC base 3+400 5.9 4

3+400 2.0 2 To PCC base 3+420 5.9 4

3+420 2.0 2 To PCC base 3+440 6.9 4

3+440 3.9 4 To PCC base 3+460 5.9 4

3+460 6.9 4 Transition 3+480 6.9 4

3+480 7.9 4 3+500 5.9 4

3+500 7.9 4 3+510 7.9 4

3+520 5.9 4 3+520 5.9 4

3+540 7.9 4 3+540 5.9 4 Transition

3+560 5.9 4 Transition 3+560 2.0 2 To PCC base

3+580 3.9 4 To PCC base 3+580 2.0 2 To PCC base

3+600 3.9 4 To PCC base 3+600 2.0 2 To PCC base

3+620 3.9 4 To PCC base 3+620 3.9 4 To PCC base

3+640 3.9 4 To PCC base 3+630 5.9 4

3+660 3.9 4 To PCC base 3+640 3.9 4 To PCC base

3+680 2.0 2 To PCC base 3+660 2.0 2 To PCC base

3+700 2.0 2 To PCC base 3+680 3.9 4 To PCC base

3+720 2.0 2 To PCC base 3+700 3.0 3 To PCC base

3+720 2.0 2 To PCC base

Existing HMA and Proposed Milling Depths

Based on As‐Built Plans from PRA NACC 502(4), 503(3)

EB Independence Ave. East of Kutz Bridge

Station (m) Existing HMA Depth

(in)

Proposed HMA Removal

Depth (in) Notes

WB Independence Ave. East of Kutz Bridge

Station (m) Existing HMA Depth

(in)

Proposed HMA Removal

Depth (in) Notes