Report2_Pavement.pdf

Page 1 of 7 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\_DAR\PA\keystone\Techserv\Pavement\Correspondence\DAR PA ST Keystone Pavement Memo.doc

SUBJECT: Pavement Recommendation for DAR PA ST KEYSTONE

TO MESSAGE/COMMENT FROM/DATE

R. Satasiya PS&E Project Manager

And:

Chris Burnell Highway Design Manager

Through:

Bob Beucler Highway Design Engineer

To support developing 30% PS&E, we’re submitting our findings and pavement recommendations for DAR PA ST Keystone. The project site is located in Greenwood Township in Crawford County, PA. The project consists of the rehabilitation of approximately 3.02 miles of Mike Wood Blvd from PA SR 3004 to Center Street. Please note that the recommendations herein are initial, upon completion of further analyses and boring analysis, preliminary recommendations herein are subject to change, and any changes will be included as an addendum to this memo.

Mike Wood Blvd (unpaved portion) The section of Mike Wood Blvd between MP 0 to 2.6 consists of aggregate surfaced road. During our field investigation on December 5th and 6th , 2016, the unpaved portion was observed to have washboards, minor rutting and potholes.

See attached pictures in Appendix A for representative pavement distress.

The apparent width of the roadway measured about 18 to 22 feet. The shoulders were covered in grass and/or sod. The subgrade consisted of poorly graded sand fill overlying native silty sand and clayey sand soils.

We recommend that the top 3-inches of existing aggregate roadway be scarified and compacted, then overlaid with a double chip seal over with 6-inches of crushed aggregate in accordance with the following Table 1A.

Alternatively, for a more conventional solution, we recommend the existing base be excavated 3-inches and overlaid with 3-inches of Asphalt Concrete (AC) Pavement, Gyratory Method (GACP) on top of 6-inches of aggregate base according to Table 1B.

Both alternatives will raise the profile of the road by roughly 6-inches and will entail regrading and reconditioning of the shoulders.

Table 1A. Mike Wood Blvd – Double Course Chip Seal

Layer Minimum Thickness

(in)

Comments

Double Course Chip Seal 2A

Double Course Chip Seal Type 2A, per Section 407 of the FP-14 Specifications

Aggregate Base Course

Base Aggregate, Grading C or D, as per Section 301 of the FP-14 Specifications

This recommendation will provide a Double Course Chip Seal pavement section with a design life of approximately 15-20 years.

Mike Siebert Pavement Engineer

S. O’Brien Pavement Team Leader

S. Whittemore Technical Services Engineer

12/13/2016

Page 2 of 7 Pages

Table 1B. Mike Wood Blvd – GACP

Layer Minimum Thickness

AC Surface Course

1½

Asphalt Concrete Pavement, Gyratory Method (GACP), as per Section 401 of the FP-14 Specifications, < 0.3 ESAL’s, 1/2” Nominal Maximum Size of Aggregate (NMSA), Type III-B smoothness Asphalt Tack

Coat

AC Tack Coat as per Section 412 of the FP-14 Specifications

AC Base Course 1 ½ GACP as per Section 401 of the FP-14

Specifications, < 0.3 ESAL’s, 1/2” NMSA

Aggregate Base Course

Base Aggregate, Grading C or D, as per Section 301 of the FP-14 Specifications

This recommendation will provide an AC pavement section with a design life of approximately 25+ years. This option will entail excavation and additional cost.

Mike Wood Blvd (paved portion) The section of Mike Wood Blvd between mile posts (MP) 2.6 and 3.02 consist of 2 ½-inches of asphalt above a crushed rock and sand base course above silty sand subgrade. Portions of the paved alignment between mile posts (MP) 2.6 to

3.02 were observed to have minor pavement distress with low severity transverse and longitudinal cracking. See attached pictures in Appendix A for representative pavement distress.

The apparent width of the roadway measured about 16 to 20 feet. Objects and telephone poles were within the recommended 7’ AASHTO Roadside Design Guide clear zone of the travel lane. The base consisted of crushed rock with sand; the subgrade consisted of poorly graded sand fill overlying native silty sand and clayey sand soils.

For the paved portion of Mike Wood Blvd, we are recommending that the existing paved surface be overlaid with a single course chip seal in accordance with the Table 2A.

Alternatively, for a more conventional solution, we recommend the existing pavement be overlaid with 1 ½-inches of Asphalt Concrete Pavement, Gyratory Method (GACP) in accordance with the Table 2B.

Page 3 of 7 Pages

Table 2A. Mike Wood Blvd – Single Course Chip Seal Overlay

Minimum Thickness

Single Course Chip Seal 1C

Single Course Chip Seal Type 1C, per

Section 407 of the FP-14 Specifications, Table 407-1

This recommendation will provide a Single Course Chip Seal pavement section with a design life of approximately 15-20 years.

Table 2B. Mike Wood Blvd – AC Overlay

Minimum Thickness

AC Overlay 1 ½

GACP as per Section 401 of the FP-14 Specifications, < 0.3 ESAL’s, 1/2” NMSA, Type I-B smoothness

Asphalt Tack Coat

AC Tack Coat as per Section 412 of the

FP-14 Specifications

This recommendation will provide a GACP pavement section with a design life of approximately 20-25 years. This alternatives will raise the profile of the road by roughly 1 ½ inches and may entail minor regrading and reconditioning of the shoulders.

Page 4 of 7 Pages

Appendix A – Photos of Mike Wood Blvd (unpaved portion)

Photograph 1– Mike Wood Blvd at MP 0.5 showing typical unpaved road section

Photograph 2– Mike Wood Blvd at MP 0.6 showing typical road section with minor potholes

Page 5 of 7 Pages

Photograph 3– Mike Wood Blvd at MP 0.9 showing typical road section with potholes

Photograph 4– Mike Wood Blvd at MP 1.4 showing typical road section with potholes and washboards from truck deceleration prior to horizontal curve

Page 6 of 7 Pages

Appendix B – Photos of Mike Wood Blvd (paved portion)

Photograph 5– Mike Wood Blvd at MP 2.6 showing transition from unpaved to paved portion

Photograph 6– Mike Wood Blvd at MP 2.7 showing typical paved road section

Page 7 of 7 Pages

Photograph 7– Mike Wood Blvd at MP 2.8 showing typical paved road section with minor transverse cracking cc: Pavement (S. O’Brien), Highway Design (R. Kotadia), Hydraulics (L. Gress), Environmental (L. Landers)

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Alternative 1A- Double Course Chip Seal

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 2,350 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 4,000 psi Stage Construction 1

Calculated Design Structural Number 1.44 in

Rigorous ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 150 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 0.6 %

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 90 2 0.0007 0 6 2 10 2 2.3 0 2,344

Total 100 - - - 2,350

Growth Simple

Total Calculated Cumulative ESALs 2,350

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in) 1 Double chip seal 0 1 0.0625 10 0.00 2 base course 0.13 1 6 10 0.78 3 existing base 0.06 1 12 10 0.72

Total - - - 18.06 - 1.50

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Alternative 1B- GACP

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 2,350 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 4,000 psi Stage Construction 1

Calculated Design Structural Number 1.44 in

Rigorous ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 150 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 0.6 %

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 90 2 0.0007 0 6 2 10 2 2.3 0 2,344

Total 100 - - - 2,350

Growth Simple

Total Calculated Cumulative ESALs 2,350

Specified Layer Design

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 GACP 0.44 1 3 10 1.32

2 base course 0.13 1 6 10 0.78 3 existing base 0.06 1 9 10 0.54

Total - - - 18.00 - 2.64