Pavement_Recommendation.pdf

Page 1 of 3 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\gwmp\1a109\Techserv\Pavement\Correspondence\PRA-GWMP 1A109 Pavement Memo.doc

SUBJECT: Pavement Recommendation for PRA-GWMP 1A109

TO MESSAGE/COMMENT FROM/DATE

R. Satasiya PS&E Project Manager

And:

C. Burnell Highway Design Manager

Through:

A. Teikari Highway Design Engineer

To support developing 95% PS&E for the project, we’re submitting our findings and pavement recommendations for the project PRA-GWMP 1A109. The project site is located along the George Washington Memorial Parkway in Arlington County, VA. The project consists of the resurfacing and rehabilitation of the Mainline Parkway between the Boundary Channel Bridge and the Reagan National Airport ramps (~1.6 miles) and adjacent ramps. Please note that upon completion further analyses, this recommendation is subject to change, and any changes will be included as an addendum to this memo.

Mainline Parkway (NPS Routes 0001 & 0002)

Based on our pavement condition survey and field investigation on May 13th and 14th, 2014, the existing mainline Parkway is exhibiting moderate to high severity fatigue cracking, longitudinal and transverse cracking, potholes, patch deterioration, and oxidation. In order to provide ride quality improvements, we are recommending the existing asphalt concrete (AC) pavement be milled to a depth of 4-inches, and overlaid according to the minimum requirements laid out below in Table 1 between stations 570+76.80 to station 587+00 in the northbound lanes and between stations 570+76.80 to station 586+10 in the southbound lanes. The permissive specifications for Warm-Mix Asphalt (WMA) should also be included as an option.

Table 1. Mainline Parkway Pavement Recommendations

Layer Minimum Thickness

(in)

Comments

AC Surface Course 1 ½

Superpave Asphalt Concrete Pavement (SACP), 0.3 to < 3 x 106 ESAL’s, 3/8”

Nominal Maximum Size Aggregate (NMSA), Type I Smoothness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Base Course 2 ½ SACP, 0.3 to < 3 x 106 ESAL’s, ¾”

NMSA

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

Additionally, an area in the southbound lanes between station 586+10 to 588+70 will require spot repairs. These areas, along with any others identified in the field requiring further repair after milling by the CO, should be reconstructed

S. O’Brien Pavement Engineer

B. Eshbaugh Pavement Team Leader

S. Whittemore Technical Services Engineer

05/22/2014

Page 2 of 3 Pages

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to according to the minimum requirements laid out in Table 2 below.

Table 2. Spot Reconstruction Recommendations

Minimum Thickness

Course 1 ½

Superpave Asphalt Concrete Pavement (SACP), 0.3 to < 3 x 106 ESAL’s, 3/8”

Nominal Maximum Size Aggregate (NMSA), Type I Smoothness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Base Course 2 ½ SACP, 0.3 to < 3 x 106 ESAL’s, ¾”

NMSA

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

AC Base Course 4 SACP, 0.3 to < 3 x 106 ESAL’s, 1”

NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 of the FP-03 Specifications

Aggregate Base Course 8

Base Aggregate, Grading C or D, according to Subsection 703.05(b) of the FP-03 Specifications

Geotextile --- Geotextile, Type II-B, as per Section 714 of the FP-03 Specifications

The section of the Parkway south of station 586+10 in the southbound lanes and station 587+00 in the northbound lanes to the project terminus, along with the adjacent ramps, are exhibiting moderate to high severity transverse and longitudinal cracking, oxidation, and areas of fatigue cracking. These sections, however, do not have an existing pavement structure capable of supporting a 4-inch mill and overlay during construction. Therefore, in order to improve ride quality, we are recommending the existing AC pavement be milled to a depth of 1 ½-inches and overlaid according to the minimum requirements laid out below in Table 3.

Page 3 of 3 Pages

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to

Table 3. Section Overlay Recommendations

Minimum Thickness

Course 1 ½ SACP, 0.3 to < 3 x 106 ESAL’s, 3/8”

NMSA, Type I Smoothness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the

FP-03 Specifications

Attached are photos of typical existing conditions, spot repair design analysis, and pavement coring results.

cc: Pavement (S. O’Brien), Highway Design (B. Beucler), TS Reading w/ attachments

Photo #1: Southbound G.W. Memorial Parkway

Photo#2: Northbound G.W. Memorial Parkway

Photo #3: North End of Project Limits - Southbound

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

GWMP Mainline South of Humpback

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 1,618,648 Initial Serviceability 4.2 Terminal Serviceability 3 Reliability Level 90 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 7,000 psi Stage Construction 1

Calculated Design Structural Number 4.31 in

Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 98,578 Number of Lanes in Design Direction 3 Percent of All Trucks in Design Lane 60 % 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 0.1 2 0.0004 0 123 2 99.5 2 0.0007 0 214,868 3 0.2 2 1.2 0 740,391 4 0.1 2 1.85 0 570,718 5 0.1 2 0.3 0 92,549

Total 100 - - - 1,618,648

Growth Simple

Total Calculated Cumulative ESALs 1,618,648

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 SACP 0.44 1 8 11 3.52

2 GAB 0.12 1 8 11 0.96

Total - - - 16.00 - 4.48

Core Direction Location AC (in) Base (in) PCC (in)

SB‐01 Southbound 583+20 9.5 ‐ ‐

SB‐02 Southbound 593+10 4.5 4 ‐

SB‐03 Southbound 608+20 5.5 4 ‐

SB‐04 Southbound 631+75 7 ‐ 6

NB‐01 Northbound 636+90 6.5 ‐ 7

NB‐02 Northbound 617+25 4.5 4 ‐

NB‐03 Northbound 614+10 4.5 ‐ ‐

NB‐04 Northbound 597+25 5.5 4 ‐

NB‐05 Northbound 582+75 8 4 ‐

GWMP 1A109 ‐ Pavement Coring Results