Ref_Doc_ASHLAND AIRPORT PAVEMENT RPT~1.pdf

2024 ODAV Pavement Evaluation Program

Ashland Municipal Airport Ashland, Oregon

May 16, 2025

Prepared for

State of Oregon Department of Aviation 3040 25th Street SE

Salem, OR 97303-1125

Prepared by

16520 SW Upper Boones Ferry Road, Suite 100

Tigard, OR 97224-7661

(503) 641-3478 | www.gri.com

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report

TABLE OF CONTENTS

1 OVERVIEW

2 PAVEMENT INVENTORY

3 PAVEMENT CONDITION INSPECTION RESULTS

3.1 Introduction

3.2 Pavement Condition Index Survey Results

4 FUTURE PAVEMENT CONDITION ANALYSIS

4.1 Introduction

4.2 Future Condition Analysis

4.3 Functional Remaining Life

5 MAINTENANCE AND REHABILITATION PROJECT RECOMMENDATIONS

5.1 Introduction

5.2 Recommended Localized Maintenance

5.3 Surface Treatment, Rehabilitation, and Reconstruction Plan

6 LIMITATIONS

TABLES

Table 3-1: ASTM PCI Rating Scale Table 5-1: Localized Maintenance Quantities Table 5-2: Surface Treatment, Rehabilitation, and Reconstruction Quantities

FIGURES

Figure 2.1: Ashland Municipal Airport Location Map Figure 2.2: Ashland Municipal Airport Percent of Pavement Area by Surface Type Figure 2.3: Ashland Municipal Airport Pavement Area by Branch Use Figure 2.4: Ashland Municipal Airport Pavement Inventory—Runway and Taxiways Figure 2.5: Ashland Municipal Airport Pavement Inventory—Apron Figure 3.1: Ashland Municipal Airport 2024 PCI Survey Results Figure 3.2: Ashland Municipal Airport Pavement Condition Rating by Percent of Area Figure 4.1: Ashland Municipal Airport Future Pavement Condition Figure 5.1: Ashland Municipal Airport 5-Year Pavement Management Plan

APPENDICES

Appendix A: Pavement Inventory Report and Maps Appendix B: Pavement Condition Index Survey Results Appendix C: Future Pavement Condition Analysis

Appendix D: Unit Cost Data and Maintenance and Rehabilitation Plan Appendix E: Reinspection Report Appendix F: Work History Report

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 1

1 OVERVIEW

GRI assisted with updating the Oregon Department of Aviation (ODAV) airport pavement management system and developing a 5-year plan comprising maintenance, surface treatment, rehabilitation, and reconstruction projects for the Ashland Municipal Airport in Ashland, Oregon. This project was implemented as part of the ODAV and Federal Aviation Administration (FAA) Oregon Continuous Aviation System Plan. The information provided in this report ensures compliance with FAA Grant Assurance Number 11, which outlines that an airport shall have an effective airport pavement maintenance-management program in place to receive federal financial assistance for the construction, reconstruction, or repair of airport pavements.

GRI conducted surveys of the airside pavement at Ashland Municipal Airport in 2024 in accordance with the procedures of Advisory Circular 150/5380-7B and ASTM International (ASTM) D5340. We uploaded the survey data into the PAVER database and used the software to provide a rapid calculation of the Pavement Condition Index (PCI) rating. The PCI is a numerical indicator that defines the functional condition of the pavement based on visual inspection. The scale ranges from 0 to 100, where 0 represents a pavement in the worst possible condition with no remaining functional life and 100 represents a pavement in the best possible condition with no defects.

2 PAVEMENT INVENTORY

Ashland Municipal Airport is in Ashland, Oregon, and is owned and operated by the City of Ashland. The airport consists of one runway, one parallel taxiway, and multiple connector taxiways, taxilanes, and aprons that serve a variety of general aviation aircraft.

The general location of the airport is shown below on the Ashland Municipal Airport Location Map, Figure 2.1.

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 2

Figure 2.1: ASHLAND MUNICIPAL AIRPORT LOCATION MAP

The airside pavements at the Ashland Municipal Airport comprise asphalt concrete (AC) and AC overlaid with AC (AAC). The airport pavements, delineated by surface type and branch use, are shown on the Ashland Municipal Airport Percent of Pavement Area by Surface Type, Figure 2.2, and on the Ashland Municipal Airport Pavement Area by Branch Use, Figure 2.3, shown below. The pavement inventory, including work history for each pavement section, is displayed spatially on the Ashland Municipal Airport Pavement Inventory, Figures 2.4 and 2.5. The pavement facilities summarized by branch and section are listed in Tables 2A and 3A, respectively, in Appendix A. The sample unit layout for each section is shown on Figure 1A in Appendix A. We used the sampling rates outlined in Table 3A of Appendix A in our survey. The pavement inventory, including work history for individual airport pavement sections, is provided in the work history report, Table 1F.

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 3

Figure 2.2: ASHLAND MUNICIPAL AIRPORT PERCENT OF PAVEMENT AREA BY SURFACE TYPE

Figure 2.3: ASHLAND MUNICIPAL AIRPORT PAVEMENT AREA BY BRANCH USE

R12AS-02

(3,604' x 27') Slurry Seal (2017) Crack Seal (2017)

3" AC (2011)

4" Cr. Agg. Base (2011) 8.5" Subbase (2011)

R12AS-04

(371' x 48') Slurry Seal (2017) Crack Seal (2017)

3" AC (2011)

0.5" AC (1984)

2" AC (1983)

8" Agg. Base (1983)

R12AS-03

(2,764' x 48') Slurry Seal (2017) Crack Seal (2017)

3" AC (2011)

0.5" AC (1984)

2" AC (1977)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

R12AS-01

(190' x 48') Slurry Seal (2017) Crack Seal (2017)

3" AC (2011)

2" AC (2004)

2" AC (1977)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

TA1AS-01

(54' x 54') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

1.25" AC (2011)

2.25" AC (2004)

2" AC (1983)

8" Agg. Base (1983)

TA1AS-02

(54' x 30') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2.5" AC (2004)

2" AC (1983)

8" Agg. Base (1983)

TA2AS-02

(35' x 30') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2.5" AC (2004)

2" AC (1983)

1.5" BST (1968)

9" Agg. Base (1968)

TA2AS-01

(60' x 35') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

1.25" AC (2011)

2.25" AC (2004)

2" AC (1983)

1.5" BST (1968)

9" Agg. Base (1968)

TA3AS-01

(69' x 8') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

1.25" AC (2011)

2" AC (1983)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

TA3AS-02

(25' x 30') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

3" AC (2011)

4" Cr. Agg. Base (2011) 8.5" Subbase (2011)

TA3AS-03

(62.5' x 30') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2" AC (1983)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

TA4AS-01

(35' x 30')

1.25" AC (2011)

1" AC (1984)

2" AC (1974)

4" Agg. Base (1974) 4" Agg. Subbase (1974)

TA4AS-02

(60' x 40')

3" AC (2023)

9" Agg. Base (2023) 12" CT Subgrade (2023)

TA5AS-01

(42' x 30') Crack Seal (2014)

1.25" AC (2011)

1.75" AC (1984)

8" Agg. Base (1984)

TA5AS-02

(57' x 50')

3" AC (2023)

9" Agg. Base (2023) 12" CT Subgrade (2023)

TA6AS-01

(94.5' x 40')

3" AC (2011)

4" Cr. Agg. Base (2011) 8.5" Subbase (2011)

TA6AS-02

(15.5' x 40') Crack Seal and Patching (2006) Slurry Seal (2003)

2" AC (1984)

8" Agg. Base (1984)

TAAS-05

(755' x 30')

3" AC (2023)

9" Agg. Base (2023) 12" CT Subgrade (2023)

TAAS-04

(1,765' x 30')

3" AC (2023)

9" Agg. Base (2023) 12" CT Subgrade (2023)

TAAS-03

(396' x 32') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2.5" AC (2004)

2" AC (1983)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

TAAS-02

(305' x 32') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2.5" AC (2004)

2" AC (1983)

Double BST (1968) 9" Agg. Base (1968)

TAAS-01

(365' x 32') Slurry Seal (2023) Crack Seal (2023) AC Patching (2023)

2.5" AC (2004)

2" AC (1983)

8" Agg. Base (1983)

OREGON DEPARTMENT OF AVIATION

STATEWIDE PAVEMENT EVALUATION

PROGRAM

PAVEMENT INVENTORY -

RUNWAYS AND TAXIWAYS

JOB NO. 6593-WOC7MAY 2025 FIG. 2.4

ASHLAND MUNICIPAL AIRPORT

0 300 600

1 INCH = 300 FEET

±ABBREVIATIONS: AC = ASPHALT CONCRETE; Agg. = AGGREGATE; Cr. = CRUSHED; CT = CEMENT TREATED

A01AS-01

(365' x 223') Crack Seal and Patching (2017)

2.5" AC (2004)

2" AC (1983)

8" Agg. Base (1983)

A01AS-02

(360' x 198') Crack Seal (2017)

2.5" AC (2004)

2" AC (1983)

Double BST (1968) 9" Agg. Base (1968)

A01AS-03

(270' x 198') Crack Seal (2017)

4" AC (2004)

6" Agg. Base (2004) 6" Agg. Subbase (2004)

A01AS-06

(50' x 40') Crack Seal (2014)

4" AC (2004)

6" Agg. Base (2004) 6" Agg. Subbase (2004)

A01AS-04

(432' x 140') Crack Seal (2014)

3" AC (1995)

3" Cr. Agg. Base (1995)

T01AS-01

(40' x 25')

3" AC (2023)

9" Cr. Agg. Base (2023) 12" CT Subgrade (2023)

T03AS-01

(125' x 25') Crack Seal (2014) Slurry Seal (2003)

4" AC (1995)

7" Cr. Agg. Base (1995)

T03AS-02

(170' x 25')

3" AC (2014)

8" Cr. Agg. Base (2014) Geotextile (2014)

T04AS-01

(570' x 25')

3" AC (2014)

10" Cr. Agg. Base (2014) Geotextile (2014)

T03AS-03

(310' x 25') &

A03AS-03

(523' x 25') Crack Seal and Patching (2021) Unknown AC Unknown Base

A03AS-02

(430' x 120') Crack Seal and Patching (2021) Unknown AC Unknown Base

A03AS-01

(430' x 220') Crack Seal and Patching (2021)

4.5" AC (1988)

No Base

& A02AS-01

(595' x 110') Crack Seal and Patching (2014) 3" AC (circa 1995) 6" Agg. Base (circa 1995)

A01AS-05

(102' x 84') Crack Seal and Patching (2014) Fog Seal (2004)

2" AC (1983)

BST (1967)

4.5" Agg. Base (1967) 3" Agg. Subbase (1967)

AH12AS

(152' x 50')

3" AC (2023)

9" Cr. Agg. Base (2023) 12" CT Subgrade (2023)

OREGON DEPARTMENT OF AVIATION

STATEWIDE PAVEMENT EVALUATION

PROGRAM

PAVEMENT INVENTORY -

APRON

JOB NO. 6593-WOC7MAY 2025 FIG. 2.5

ASHLAND MUNICIPAL AIRPORT

0 300 600

±ABBREVIATIONS: AC = ASPHALT CONCRETE; Agg. = AGGREGATE; Cr. = CRUSHED; CT = CEMENT TREATED

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 6

3 PAVEMENT CONDITION INSPECTION RESULTS

3.1 Introduction

GRI conducted a visual PCI survey of the airside pavements at Ashland Municipal Airport in August 2024. The 2024 survey work was performed on sections last inspected in 2019 in order to update the Ashland Municipal Airport inspection data. GRI performed the 2024 PCI survey in accordance with the methods described in FAA Advisory Circular No. 150/5380-6C and ASTM D5340 and further discussed in Appendix B of this report.

The PCI is based on the type, severity, and quantity of each distress found in an inspected sample unit. Further discussion of distress types for flexible pavement is provided in Appendix B and summarized in Table 1B in Appendix B. The results of the PCI survey are displayed using a seven-category rating scale in accordance with ASTM D5340. Details of the ASTM PCI rating scale are provided in Table 3-1, below.

Table 3-1: ASTM PCI RATING SCALE

PCI Color Legend PCI Range PCI Rating and Definition

86 – 100 GOOD: Pavement has minor or no distresses and should require only routine maintenance.

71 – 85 SATISFACTORY: Pavement has scattered low-severity distresses that should require only routine maintenance.

56 – 70 FAIR: Pavement has a combination of generally low- and medium-severity distresses. Maintenance and repair needs may range from routine to major.

41 – 55 POOR: Pavement has low-, medium-, and high-severity distresses that probably cause some operational problems. M&R needs will be major.

26 – 40 VERY POOR: Pavement has predominantly medium- and high-severity distresses that cause considerable maintenance and operational problems.

M&R needs will be major.

11 – 25 SERIOUS: Pavement has mainly high-severity distresses that may affect operational safety; immediate repairs are needed.

0 – 10 FAILED: Pavement deterioration has progressed to the point that safe aircraft operations are no longer possible; complete reconstruction is required.

Abbreviations: ASTM = ASTM International; PCI = Pavement Condition Index; M&R = maintenance and rehabilitation

3.2 Pavement Condition Index Survey Results

The area-weighted average PCI for all airport pavements at Ashland Municipal Airport is approximately 71. The section PCIs ranged from a low of 19 to a high of 100. The primary distresses observed during the inspection were weathering, longitudinal and transverse cracking, fatigue (alligator) cracking, block cracking, depressions, oil spillage, and patching.

Section PCIs following our pavement survey are displayed spatially on the Ashland Municipal Airport 2024 PCI Survey Results, Figure 3.1, below.

R12AS-04

R12AS-03

R12AS-01

TA1AS-01

TA1AS-02

TA2AS-02

TA2AS-01

TA3AS-01

TA3AS-02

TA3AS-03

TA4AS-01

TA4AS-02

TA5AS-01

TA5AS-02

TA6AS-01 &

TA6AS-02

AH12AS-01

TAAS-05

TAAS-04

TAAS-03

TAAS-02

TAAS-01

A01AS-01

A01AS-02

A01AS-03

A01AS-06

A01AS-04

T01AS-01

T03AS-01

T03AS-02

T04AS-01

T03AS-03

A03AS-03

A03AS-02

A03AS-01

A02AS-01

OREGON DEPARTMENT OF AVIATION

STATEWIDE PAVEMENT EVALUATION

PROGRAM

2024 PCI SURVEY RESULTS

JOB NO. 6593-WOC7MAY 2025 FIG. 3.1

ASHLAND MUNICIPAL AIRPORT

0 300 600

1 INCH = 300 FEET

(0 - 10) FAILED

(11 - 25) SERIOUS

(26 - 40) VERY POOR

(41 - 55) POOR

(56 - 70) FAIR

(71 - 85) SATISFACTORY

(86 - 100) GOOD

SECTION PCI

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 8

The condition distribution of the network by percent of total pavement area is provided on the Ashland Municipal Airport Pavement Condition Rating by Percent of Area, Figure 3.2. A summary of the pavement condition results by branch and section is included in Tables 2B and 3B of Appendix B, respectively. A comparison between the previous inspection and the 2024 inspection is provided in Table 4B in Appendix B. The re-inspection report that includes inspection details for individual sample units is provided in Table 1E in Appendix E.

Figure 3.2: ASHLAND MUNICIPAL AIRPORT PAVEMENT CONDITION RATING BY PERCENT OF AREA

Failed Serious Very Poor Poor Fair Satisfactory Good

Pe rc en t o f A re a, PCI Rating

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 9

4 FUTURE PAVEMENT CONDITION ANALYSIS

4.1 Introduction

In addition to assessing the current condition of a pavement, it is very important from a planning standpoint to be able to predict with reasonable accuracy the future condition.

Additional details regarding our future pavement condition analysis, including pavement condition prediction models, are provided in Appendix C. PCI performance curves developed for Ashland Municipal Airport are displayed on Figures 1C through 3C in Appendix C.

4.2 Future Condition Analysis

Using the condition prediction models discussed above, the projected condition of each pavement section was determined for five- and 10-year periods. Based on this analysis, we project the PCI will decrease from a current value of 71 to a value of 65 in 2029 and to 60 in 2034 if no maintenance or rehabilitation work is performed. The projected pavement condition in five years and 10 years for each pavement section at Ashland Municipal Airport is displayed spatially on the Ashland Municipal Airport Future Pavement Condition, Figure 4.1, and listed in Table 1C in Appendix C, along with the past and present PCI values for the pavement network.

4.3 Functional Remaining Life

Functional remaining life is the practical amount of time a pavement is in service before requiring rehabilitation, as estimated solely based on visual condition. This is not to be confused with structural remaining life, which requires analysis of the structural capacity of a pavement and, typically, a field exploration and testing program that includes core explorations and Falling Weight Deflectometer deflection tests.

We calculated two forms of functional remaining life based on the current visual condition surveys of the pavement at Ashland Municipal Airport. The first type of functional remaining life is the time until rehabilitation, such as an overlay, is needed. The critical PCI, further discussed in Section C.3 of Appendix C, is the threshold used for this type of functional remaining-life analysis. The second type of functional remaining life is the time until the pavement is no longer operational due to high foreign object debris (FOD) potential and increased safety concerns for trafficking aircraft. A PCI of 40 was set as the trigger point for the end of the pavement’s functional service life with regard to FOD potential.

The two types of functional remaining life for each section at Ashland Municipal Airport are summarized in Table 2C in Appendix C.

R12AS-04

R12AS-03

R12AS-01

TA1AS-01

TA1AS-02

TA2AS-02

TA2AS-01

TA3AS-01

TA3AS-02

TA3AS-03

TA4AS-01

TA4AS-02

TA5AS-01

TA5AS-02

TA6AS-01 &

TA6AS-02

AH12AS-01

TAAS-05

TAAS-04

TAAS-03

TAAS-02

TAAS-01

A01AS-01

A01AS-02

A01AS-03

A01AS-06

A01AS-04

T01AS-01

T03AS-01

T03AS-02

T04AS-01

T03AS-03

A03AS-03

A03AS-02

A03AS-01

A02AS-01

R12AS-02

R12AS-04

R12AS-03

R12AS-01

TA1AS-01

TA1AS-02

TA2AS-02

TA2AS-01

TA3AS-01

TA3AS-02

TA3AS-03

TA4AS-01

TA4AS-02

TA5AS-01

TA5AS-02

TA6AS-01 &

TA6AS-02

AH12AS-01

TAAS-05

TAAS-04

TAAS-03

TAAS-02

TAAS-01

A01AS-01

A01AS-02

A01AS-03

A01AS-06

A01AS-04

T01AS-01

T03AS-01

T03AS-02

T04AS-01

T03AS-03

A03AS-03

A03AS-02

A03AS-01

A02AS-01

PREDICTED CONDITION IN 2034

PREDICTED CONDITION IN 2029

(0 - 10) FAILED

(11 - 25) SERIOUS

(26 - 40) VERY POOR

(41 - 55) POOR

(56 - 70) FAIR

(71 - 85) SATISFACTORY

(86 - 100) GOOD

SECTION PCI

OREGON DEPARTMENT OF AVIATION

STATEWIDE PAVEMENT EVALUATION

PROGRAM

FUTURE PAVEMENT CONDITION

JOB NO. 6593-WOC7MAY 2025 FIG. 4.1

ASHLAND MUNICIPAL AIRPORT

0 500 1,000

1 INCH = 500 FEET

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 11

5 MAINTENANCE AND REHABILITATION PROJECT RECOMMENDATIONS

5.1 Introduction

We evaluated maintenance and rehabilitation (M&R) needs, as determined from the PAVER analysis results, in order to develop localized maintenance, surface treatment, rehabilitation, and reconstruction needs. Details of our M&R work priorities and unit costs for work activities are provided in Tables 1D and 2D, respectively, in Appendix D.

5.2 Recommended Localized Maintenance

Localized maintenance refers to activities such as crack sealing and patching, which should be performed annually in order to properly maintain aging pavements. Using the PAVER Localized Distress Maintenance Analysis tool, we developed a list of recommended localized maintenance. This list is shown in Table 3D in Appendix D and is independent of the surface treatments, rehabilitation, and reconstruction projects associated with the 5-year surface treatment and rehabilitation work plan. A summary of total localized maintenance quantities is provided in Table 5-1, below.

Table 5-1: LOCALIZED MAINTENANCE QUANTITIES

Localized Maintenance Operation Quantity, linear feet or square feet

Asphalt Concrete Crack Sealing 68,643

Asphalt Concrete Full-Depth Patching 6,014

5.3 Surface Treatment, Rehabilitation, and Reconstruction Plan

To develop the 5-year work plan, we first ran the eliminate backlog scenario with the PAVER M&R Work Planning Module in order to generate a list, organized by year, of surface treatment, rehabilitation, and reconstruction projects. We then reviewed the project list and refined it into practical construction projects for each year. A summary of surface treatment, rehabilitation, and reconstruction quantities is provided in Table 5-2.

Table 5-2: SURFACE TREATMENT, REHABILITATION, AND RECONSTRUCTION QUANTITIES

Treatment Type Quantity, square feet

Reconstruction 36,677

Overlay 103,654

Fog Seal 259,737

Slurry Seal 314,809

Maps of the project locations by year are shown on the Ashland Municipal Airport 5-Year Pavement Management Plan, Figure 5.1. The complete list of recommended surface treatment, rehabilitation, and reconstruction projects is presented in Table 4D in Appendix D.

R12AS-04

R12AS-03

R12AS-01

TA1AS-01

TA1AS-02

TA2AS-02

TA2AS-01

TA3AS-01

TA3AS-02

TA3AS-03

TA4AS-01

TA4AS-02

TA5AS-01

TA5AS-02

TA6AS-01 &

TA6AS-02

AH12AS-01

TAAS-05

TAAS-04

TAAS-03

TAAS-02

TAAS-01

A01AS-01

A01AS-02

A01AS-03

A01AS-06

A01AS-04

T01AS-01

T03AS-01

T03AS-02

T04AS-01

T03AS-03

A03AS-03

A03AS-02

A03AS-01

A02AS-01

OREGON DEPARTMENT OF AVIATION

STATEWIDE PAVEMENT EVALUATION

PROGRAM

5-YEAR PAVEMENT MANAGEMENT PLAN

JOB NO. 6593-WOC7MAY 2025 FIG. 5.1

ASHLAND MUNICIPAL AIRPORT

0 300 600

1 INCH = 300 FEET

ROUTINE MAINTENANCE

RECONSTRUCTION

OVERLAY

SLURRY SEAL

FOG SEAL

ACTION TIMING ACTION

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page 13

6 LIMITATIONS

This report has been prepared to assist ODAV with pavement-related project planning for the Ashland Municipal Airport. The scope is limited to the specific pavement areas described within this report. The conclusions and recommendations provided in this report are based on information provided by ODAV, estimated costs, and an understanding of the pavement conditions based solely on visual assessment. The surface treatment, rehabilitation, and reconstruction recommendations and project selections provided in this report, as well as their corresponding cost estimates, are based on a practical grouping of projects and an estimate of the structural requirements. It is possible that recommendations based on a structural evaluation would differ materially from the recommendations given within this report. Therefore, the information included in this report should be used solely for project planning purposes and given the understanding that costs at the time of construction may vary from the cost estimates given within this report.

Because the condition of the airport pavement network is dynamic, an effective M&R program should be reviewed and updated on a regular basis. The pavement condition should be regularly surveyed and updated, and completed construction activities should be tracked in the PAVER database. If Ashland Municipal Airport would like to know more about the results presented in this report, please contact the undersigned.

Submitted for GRI, Lindsi A. Hammond, PE Matthew A. Haynes, PE Shashwath Sreedhar, PhD, PE Principal Project Engineer Project Engineer

This document has been submitted electronically.

RENEWS: 06/2025

APPENDIX A

Pavement Inventory Reports and Maps

GRI 6593-07 – 2024 ODAV Pavement Evaluation Program – Ashland Municipal Airport Report Page A-1

APPENDIX A

PAVEMENT INVENTORY REPORTS AND MAPS

A.1 PAVEMENT NETWORK

Ashland Municipal Airport is located in Ashland, Oregon, and is owned and operated by City of Ashland. The pavement network/facilities at Ashland Municipal Airport serve a variety of general aviation aircraft. Ashland Municipal Airport consists of one runway and multiple connector taxiways, taxilanes, and aprons. The types of airside pavement include asphalt concrete (AC) and AC overlaid with AC (AAC).

The current airport pavement management system (APMS) network at Ashland Municipal Airport has an approximate area of 849,872 square feet of paved airside facilities. The pavement network has previously been divided (by others) into a hierarchical order of branches, sections, and sample units that facilitate inspection and maintenance planning.

The pavement facilities summarized by branch and section are listed in Tables 2A and 3A, respectively. Pavement sections and the sample unit layout for each section are shown on Figure 1A in this appendix.

A.2 BRANCHES

A branch, as defined in the PAVER system, is a facility that is a readily identifiable part of the pavement system and has a distinct function. For airports, branches typically consist of individual runways, taxiways, and aprons. The current pavement network for Ashland Municipal Airport contains 15 branches, information about which is tabulated in Table 2A and shown on Figure 1A.

A.3 SECTIONS AND SAMPLE UNITS

A pavement section is the smallest management unit used when considering the application and selection of maintenance and rehabilitation repairs and treatments and is defined by Section 2.1.8 of ASTM International (ASTM) D5340 as “a contiguous pavement area having uniform construction, maintenance, usage history, and condition.” All sections should also have the same traffic volume and load intensity. The current pavement network included in the PAVER database for Ashland Municipal Airport contains 38 sections that are managed by the City of Ashland, information about which is tabulated in Table 3A and the locations of which are shown spatially on Figure 1A.

PAVER assigns a rank to each pavement segment that designates the pavement segment’s prioritization in receiving maintenance and repair. The highest use or priority pavements, such as runways, taxiways, and terminal aprons, are ranked “Primary,” while the surrounding aprons and shoulders are ranked “Secondary,” and low-use areas are ranked “Tertiary.” The ranks for all sections are shown on Table 3A.

GRI 6593-07 – 2024 ODAV Pavement Evaluation Program – Ashland Municipal Airport Report Page A-2

To facilitate the visual survey of the airport pavement, each section is further subdivided into smaller areas called sample units. Similar sizing of these units is critical, and studies have found that maintaining the size of the sample units to within 40% of the established normal distribution reduces the standard error of the average Pavement Condition Index (PCI) values. To meet this criterion, the ASTM method recommends that sample units for flexible pavements be 5,000 ±2,000 square feet and 20 slabs ±eight slabs for rigid pavements. The delineation of sample units for each section is displayed on Figure 1A.

A.4 SAMPLE UNIT DELINEATION

For an APMS survey, a PCI confidence level of 92% and an allowable error (e) of eight PCI points are used for all airport pavements. To determine the number of sample units that need to be inspected to achieve the required confidence level and allowable error, the following equation is used:

𝑛𝑛 = 𝑁𝑁×𝑠𝑠2

�𝑒𝑒2 4� �(𝑁𝑁−1)+𝑠𝑠2

(Equation 1) where:

n = number of sample units to be inspected N = total number of samples in the pavement sections e = allowable error s = section standard deviation

For the 2024 Asland Municipal Airport PCI survey, Table 1A was used as a guideline in developing sampling rates for flexible and rigid pavement that reflect similar rates used for other large airport pavement networks. In general, this sampling rate distribution provides a 92% confidence level with a standard error of eight PCI points.

Sample unit locations at Ashland Municipal Airport were selected using a systematic random sampling model method. This technique is implemented by first determining the number of sample units needed based on the confidence interval calculated using Equation 1. The first sample unit is randomly placed in the section, and the remaining sample units are systematically spaced throughout the section at equal distances apart.

Table 1A: EXAMPLE SAMPLE RATES FOR AC AND PCC PAVEMENTS

AC Sampling Rate

PCC Sampling Rate Total Number of Sample

Units, N Sample Units to

Survey, n Total Number of Sample

Units, N Sample Units to

Survey, n

1 1 1 1

2–3 2 2 2

4–6 3 3–4 3

7–13 4 5–6 4

14–38 5 7–8 5

39+ 6 9–11 6

12–14 7

15–19 8

20–27 9

28–38 10

39–58 11

59–104 12

105–313 13

314+ 14

Abbreviations: AC = asphalt concrete; PCC = portland cement concrete

Facility Designation (Branch ID) Branch Name Number of Sections

Approximate Area, square feet

A01AS Apron 01 Ashland 6 286,011

A02AS Apron 02 Ashland 1 33,552

A03AS Apron 03 Ashland 3 77,380

AH12AS Hold Apron Rwy 12End Ashland 1 7,625

R12AS Runway 12/30 Ashland 4 270,303

T01AS Taxiway 01 Ashland 1 1,343

T03AS Taxiway 03 Ashland 3 16,401

T04AS Taxiway 04 Ashland 1 17,663

TA1AS Taxiway A1 Ashland 2 5,769

TA2AS Taxiway A2 Ashland 2 3,986

TA3AS Taxiway A3 Ashland 3 4,154

TA4AS Taxiway A4 Ashland 2 4,798

TA5AS Taxiway A5 Ashland 2 5,412

TA6AS Taxiway A6 Ashland 2 5,641

TAAS Taxiway A Ashland 5 109,834

Table 2A: ASHLAND MUNICIPAL AIRPORT PAVEMENT BRANCHES

Sheet 1 of 1

Branch ID Branch Name Branch Use Section ID From To Rank Length, feet Width, feet

Approximate Area, square feet LCD Surface Type A01AS Apron 01 Ashland APRON 01 Taxiway A A01AS-02 P 365 233 76,095 8/1/2004 AAC A01AS Apron 01 Ashland APRON 02 A01AS-01 A01AS-03 P 360 198 77,707 8/1/2004 AAC A01AS Apron 01 Ashland APRON 03 A01AS-02 A01AS-05 P 270 198 54,121 9/3/2004 AC A01AS Apron 01 Ashland APRON 04 Taxiway A Taxiway 09 P 432 140 67,518 9/2/1995 AC A01AS Apron 01 Ashland APRON 05 Taxiway A3 A01AS-04 P 102 84 5,930 8/1/1983 AC A01AS Apron 01 Ashland APRON 06 A01AS-07 End P 120 73 4,640 8/3/2004 AC A02AS Apron 02 Ashland APRON 01 Hangars Apron 01 S 595 110 33,552 9/2/1995 AC A03AS Apron 03 Ashland APRON 01 Hangars Taxiway 09 S 430 220 36,136 9/1/1995 AC A03AS Apron 03 Ashland APRON 02 A03AS-01 A03AS-03 S 430 120 27,939 9/1/1988 AC A03AS Apron 03 Ashland APRON 03 A03AS-02 Taxiway 09 S 523 25 13,305 9/1/1988 AC

AH12AS Hold Apron Rwy 12End Ashland APRON 01 Runway 12 End -- P 152 50 7,625 8/1/2023 AC R12AS Runway 12/30 Ashland RUNWAY 01 Runway 30 End R12AS-03 P 190 48 9,120 6/2/2011 AAC R12AS Runway 12/30 Ashland RUNWAY 02 Runway 30 End Runway 12 End P 3,604 27 110,703 6/3/2011 AC R12AS Runway 12/30 Ashland RUNWAY 03 R12AS-01 R12AS-04 P 2,764 48 132,672 6/2/2011 AAC R12AS Runway 12/30 Ashland RUNWAY 04 R12AS-01 R12AS-02 P 371 48 17,808 6/2/2011 AC T01AS Taxiway 01 Ashland TAXIWAY 01 Taxiway A Apron 01 P 40 25 1,343 8/1/2023 AC T03AS Taxiway 03 Ashland TAXIWAY 01 Apron 01 T03-02 S 125 25 3,125 9/2/1995 AC T03AS Taxiway 03 Ashland TAXIWAY 02 T03AS-01 T03AS-03 S 170 25 4,973 10/17/2014 AC T03AS Taxiway 03 Ashland TAXIWAY 03 T03-02 Apron 03 S 310 25 8,303 8/1/2023 AC T04AS Taxiway 04 Ashland TAXIWAY 01 T03AS-02 A03AS-03 S 570 25 17,663 10/17/2014 AC TA1AS Taxiway A1 Ashland TAXIWAY 01 Runway 30 End TA1AS-02 P 54 54 3,140 6/2/2011 AAC TA1AS Taxiway A1 Ashland TAXIWAY 02 TA1AS-01 TAAS-01 P 30 54 2,629 8/1/2004 AAC TA2AS Taxiway A2 Ashland TAXIWAY 01 R12AS-04 TA2AS-02 P 60 35 2,250 6/2/2011 AAC TA2AS Taxiway A2 Ashland TAXIWAY 02 TA2AS-01 TAAS-02 P 30 35 1,736 8/1/2004 AAC TA3AS Taxiway A3 Ashland TAXIWAY 01 R12AS-04 TA3AS-02 P 69 8 467 6/2/2011 AC TA3AS Taxiway A3 Ashland TAXIWAY 02 TA3AS-01 TA3AS-03 P 25 30 1,179 6/3/2011 AC TA3AS Taxiway A3 Ashland TAXIWAY 03 TA3AS-02 Apron 01 P 63 30 2,508 9/1/1983 AC TA4AS Taxiway A4 Ashland TAXIWAY 01 R12AS-04 TA4AS-02 S 45 45 2,286 6/2/2011 AAC TA4AS Taxiway A4 Ashland TAXIWAY 02 TA4AS-01 TAAS-04 S 60 40 2,512 8/1/2023 AC TA5AS Taxiway A5 Ashland TAXIWAY 01 R12AS-04 TA5AS-02 P 50 45 2,542 6/2/2011 AC TA5AS Taxiway A5 Ashland TAXIWAY 02 TAAS-05 TA5AS-01 S 57 50 2,870 8/1/2023 AC TA6AS Taxiway A6 Ashland TAXIWAY 01 TA6AS-02 Runwsy 12 End P 95 40 4,844 6/3/2011 AC TA6AS Taxiway A6 Ashland TAXIWAY 02 TA6AS-01 TAAS-05 P 16 40 797 9/2/1984 AC TAAS Taxiway A Ashland TAXIWAY 01 Apron 01 Taxiway A1 P 365 32 12,008 8/1/2004 AAC TAAS Taxiway A Ashland TAXIWAY 02 Apron 01 Taxiway A2 P 305 32 9,760 8/1/2004 AAC TAAS Taxiway A Ashland TAXIWAY 03 TAAS-02 Apron 01 P 396 32 12,472 8/1/2004 AAC TAAS Taxiway A Ashland TAXIWAY 04 Apron 01 TAAS-05 P 1,765 30 52,944 8/1/2023 AC TAAS Taxiway A Ashland TAXIWAY 05 TAAS-04 Runway 12 End P 755 30 22,650 8/1/2023 AC

Abbreviations:

ID = identification P = Primary pavement, S = Secondary pavement LCD = Last Construction Date. The date of the last major rehabilitation (e.g. overlay) AC = Asphalt Concrete, AAC = AC overlaid AC

Table 3A: ASHLAND MUNICIPAL AIRPORT CURRENT PAVEMENT INVENTORY

R12AS-04

R12AS-03

R12AS-01

TA1AS-01

TA1AS-02

TA2AS-02

TA2AS-01

TA3AS-01

TA3AS-02

TA3AS-03

TA4AS-01

TA4AS-02

TA5AS-01

TA5AS-02

TA6AS-01 &

TA6AS-02

AH12AS-01

TAAS-05

TAAS-04

TAAS-03

TAAS-02

TAAS-01

A01AS-01

A01AS-02

A01AS-03

A01AS-06

A01AS-04

T01AS-01

T03AS-01

T03AS-02

T04AS-01

T03AS-03

A03AS-03

A03AS-02

A03AS-01

A02AS-01

02 03

020203

01 01

02 03

01 02

03 05

01020304050607080910110203

21 20 19 18 04

02 01

2728 26 14 13

2425 23 22

21 20

18 17

15 14 13

12 11

10 09

08 07

06 05

04 03

02 0101

LEGEND

SAMPLE UNIT

SECTIONS

SAMPLE UNIT LAYOUT

JOB NO. 6593-WOC7MAY 2025 FIG. 1A

ASHLAND MUNICIPAL AIRPORT

0 300 600

APPENDIX B

Pavement Condition Index Survey Results

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page B-1

APPENDIX B

PAVEMENT CONDITION INDEX SURVEY RESULTS

B.1 METHODOLOGY

As previously discussed, the Pavement Condition Index (PCI) is a measure of the pavement’s functional surface condition and provides a methodology for assessing the causes of distress and whether the distress is related to a load or climatic conditions.

Although the PCI is not a direct measure of structural capacity, it provides a suggestion of the structural needs of the pavement.

The PCI is based on the type, severity, and quantity of each distress found in an inspected sample unit. The results are displayed using a seven-category rating scale in accordance with ASTM International (ASTM) D5340. Flexible pavement (e.g., asphalt concrete [AC] and AC overlaid with AC) and rigid pavement (e.g., portland cement concrete) distress types are presented in Table 1B. The pavement condition results by branch and section are included in Tables 2B and 3B of Appendix B, respectively.

Table 1B: PAVER DISTRESS CODES FOR FLEXIBLE AND RIGID PAVEMENT

Flexible Pavement Rigid Pavement

PAVER

Code Pavement Distress Related Cause

PAVER

Code Pavement Distress Related Cause

41 Alligator Cracking Load 61 Blow-Up Load

42 Bleeding Other 62 Corner Break Load

43 Block Cracking Climate/

Durability

Longitudinal, Transverse, & Diagonal Cracks

Climate/ Durability

44 Corrugation Other 64 Durability Cracking Climate/

Durability

45 Depression Other 65 Joint Seal Damage Other

46 Jet Blast Other 66 Small Patch Other

Joint Reflection

Cracking Climate/

Durability 67 Large Patch Other

Longitudinal &

Transverse Cracking Climate/

Durability 68 Pop Outs Other

49 Oil Spillage Other 69 Pumping Other

50 Patching Climate/

Durability 70 Scaling Other

51 Polished Aggregate Other 71 Faulting Other

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page B-2

Flexible Pavement Rigid Pavement

PAVER

Code Pavement Distress Related Cause

PAVER

Code Pavement Distress Related Cause

52 Raveling Climate/

Durability 72 Shattered Slab Load

53 Rutting Load 73 Shrinkage Cracking Other

54 Shoving Other 74 Joint Spalls Other

55 Slippage Cracking Other 75 Corner Spalls Other

56 Swelling Other 76 Alkali-Silica Reactivity

(ASR)

Other

57 Weathering Climate/

Durability

To obtain the section PCI, we extrapolated the PCI of each selected sample unit over the entire section area. Distresses found in sample units classified as “additional” (units defined as nonrepresentative instead of random) are not extrapolated over the entire section but merely added to the extrapolated quantity. The PCI rating scale presented previously in Table 3-1 of Section 3.1 is based on ASTM D5340.

Section 4.1 of ASTM D5340, governing PCI surveys, offers this caution:

The PCI is a numerical indicator that rates the surface condition of the pavement.

The PCI provides a measure of the present condition of the pavement based on the distress observed on the surface of the pavement, which also indicates the structural integrity and surface operational condition (localized roughness and safety). The PCI cannot measure structural capacity, nor does it provide a direct measurement of skid resistance or roughness. It provides an objective and rational basis for determining maintenance and repair needs and priorities. Continuous monitoring of the PCI is used to establish the rate of pavement deterioration, which permits early identification of major rehabilitation needs. The PCI provides feedback on pavement performance for validation or improvement of current pavement design and maintenance procedures.

Based on the limitations of the PCI method, it is imperative that engineers and planners treat the PCI as a tool that will assist them during the maintenance and rehabilitation planning process. Any major project should always be preceded by an up-to-date, detailed, 100% project-level inspection of the pavement in order to reevaluate maintenance needs prior to the project design process.

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page B-3

B.2 DISTRESS TYPES

Distress tends to fall into one of the following four cause categories:

• Load-related: Flexible pavement distresses include alligator/fatigue cracking, corrugation, depression, polished aggregate, rutting, and slippage cracking. Rigid pavement distresses include corner breaks, longitudinal cracking, divided slabs, polished aggregate, pumping, and joint spalling.

• Climate- and durability-related: Flexible pavement distresses include bleeding, block cracking, joint reflection cracking, longitudinal and transverse cracking, swelling, and raveling/weathering. Rigid pavement distresses include blow-ups, durability cracking, longitudinal cracking, pop-outs, pumping, scaling, shrinkage cracks, and joint and corner spalling.

• Moisture- and drainage-related: Flexible pavement distress includes alligator/fatigue cracking, depressions, potholes, and swelling. Rigid pavement distresses include corner breaks, divided slabs, and pumping.

• Other factors: Include oil spillage, jet blast erosion, bleeding, patching, and concrete slab joint faulting.

As described above, distress may be the result of more than one cause. For example, depressions may be caused by incorrect compaction during construction or by subgrade softening due to environmental factors. In addition, distress may be initiated by one cause but may progress to a distress of higher severity by another cause. Therefore, engineering judgment is critical in analyzing the actual cause or causes of the distress.

B.3 PAVEMENT CONDITION INDEX SURVEY RESULTS

The evaluated Ashland Municipal Airport pavement network consists of 15 branches and 38 sections. A total of 84 sample units were visually inspected in the field. Data from the inspected sample units were input into the PAVER database, and a resultant PCI for each section was computed. Additional details regarding the PCI and distress types observed for each surveyed sample unit are provided in the re-inspection report, Table 1E, in Appendix E. Based on the 2024 PCI survey, the area-weighted average PCI for the entire pavement network at Ashland Municipal Airport is approximately 71, which corresponds to a PCI rating of Satisfactory.

To investigate the rate of deterioration of each pavement section, we compared the PCI results from the 2024 survey to the PCI results from the previous inspection. The variation in PCI between inspections for Ashland Municipal Airport pavement sections is outlined in Table 4B in this appendix.

Branch ID Number of

Sections Approximate Area, square feet Use Area Weighted

Average Branch PCI PCI Category

A01AS 6 286,011 APRON 62 Fair

A02AS 1 33,552 APRON 19 Serious

A03AS 3 77,380 APRON 61 Fair

AH12AS 1 7,625 APRON 94 Good

R12AS 4 270,303 RUNWAY 79 Satisfactory

T01AS 1 1,343 TAXIWAY 100 Good

T03AS 3 16,401 TAXIWAY 78 Satisfactory

T04AS 1 17,663 TAXIWAY 72 Satisfactory

TA1AS 2 5,769 TAXIWAY 84 Satisfactory

TA2AS 2 3,986 TAXIWAY 77 Satisfactory

TA3AS 3 4,154 TAXIWAY 75 Satisfactory

TA4AS 2 4,798 TAXIWAY 85 Satisfactory

TA5AS 2 5,412 TAXIWAY 84 Satisfactory

TA6AS 2 5,641 TAXIWAY 77 Satisfactory

TAAS 5 109,834 TAXIWAY 91 Good

Use Category Number of Sections Total Area, square feet

Area Weighted Average PCI

APRON 11 404,568 59

RUNWAY 4 270,303 79

TAXIWAY 23 175,001 86

ALL 38 849,872 71

Abbreviations: ID = identification; PCI = Pavement Condition Index

Table 2B: ASHLAND MUNICIPAL AIRPORT CURRENT BRANCH CONDITION REPORT

Branch ID Section ID Last Construction Date Surface Type Use Last Inspection Date Age at Inspection PCI PCI Category PCI % Climate PCI % Load PCI % Other A01AS 01 8/1/2004 AAC APRON 8/1/2024 20 65 Fair 100 0 0 A01AS 02 8/1/2004 AAC APRON 8/1/2024 20 65 Fair 100 0 0 A01AS 03 9/3/2004 AC APRON 8/1/2024 20 63 Fair 100 0 0 A01AS 04 9/2/1995 AC APRON 8/1/2024 29 54 Poor 100 0 0 A01AS 05 8/1/1983 AC APRON 8/1/2024 41 70 Fair 100 0 0 A01AS 06 8/3/2004 AC APRON 8/1/2024 20 66 Fair 100 0 0 A02AS 01 9/2/1995 AC APRON 8/1/2024 29 19 Serious 36 63 1 A03AS 01 9/1/1995 AC APRON 8/1/2024 29 52 Poor 62 38 0 A03AS 02 9/1/1988 AC APRON 8/1/2024 36 67 Fair 84 16 0 A03AS 03 9/1/1988 AC APRON 8/1/2024 36 72 Satisfactory 100 0 0

AH12AS 01 8/1/2023 AC APRON 8/1/2024 1 94 Good 100 0 0 R12AS 01 6/2/2011 AAC RUNWAY 8/1/2024 13 73 Satisfactory 100 0 0 R12AS 02 6/3/2011 AC RUNWAY 8/1/2024 13 81 Satisfactory 70 30 0 R12AS 03 6/2/2011 AAC RUNWAY 8/1/2024 13 79 Satisfactory 100 0 0 R12AS 04 6/2/2011 AC RUNWAY 8/1/2024 13 73 Satisfactory 82 18 0 T01AS 01 8/1/2023 AC TAXIWAY 8/1/2024 1 100 Good 0 0 0 T03AS 01 9/2/1995 AC TAXIWAY 8/1/2024 29 25 Serious 45 55 0 T03AS 02 10/17/2014 AC TAXIWAY 8/1/2024 10 75 Satisfactory 100 0 0 T03AS 03 8/1/2023 AC TAXIWAY 8/1/2024 1 100 Good 0 0 0 T04AS 01 10/17/2014 AC TAXIWAY 8/1/2024 10 72 Satisfactory 100 0 0 TA1AS 01 6/2/2011 AAC TAXIWAY 8/1/2024 13 86 Good 100 0 0 TA1AS 02 8/1/2004 AAC TAXIWAY 8/1/2024 20 81 Satisfactory 100 0 0 TA2AS 01 6/2/2011 AAC TAXIWAY 8/1/2024 13 82 Satisfactory 100 0 0 TA2AS 02 8/1/2004 AAC TAXIWAY 8/1/2024 20 71 Satisfactory 100 0 0 TA3AS 01 6/2/2011 AC TAXIWAY 8/1/2024 13 80 Satisfactory 100 0 0 TA3AS 02 6/3/2011 AC TAXIWAY 8/1/2024 13 83 Satisfactory 100 0 0 TA3AS 03 9/1/1983 AC TAXIWAY 8/1/2024 41 71 Satisfactory 96 0 4 TA4AS 01 6/2/2011 AAC TAXIWAY 8/1/2024 13 69 Fair 100 0 0 TA4AS 02 8/1/2023 AC TAXIWAY 8/1/2024 1 100 Good 0 0 0 TA5AS 01 6/2/2011 AC TAXIWAY 8/1/2024 13 65 Fair 100 0 0 TA5AS 02 8/1/2023 AC TAXIWAY 8/1/2024 1 100 Good 0 0 0 TA6AS 01 6/3/2011 AC TAXIWAY 8/1/2024 13 74 Satisfactory 100 0 0 TA6AS 02 9/2/1984 AC TAXIWAY 8/1/2024 40 90 Good 100 0 0 TAAS 01 8/1/2004 AAC TAXIWAY 8/1/2024 20 77 Satisfactory 100 0 0 TAAS 02 8/1/2004 AAC TAXIWAY 8/1/2024 20 71 Satisfactory 100 0 0

Table 3B: ASHLAND MUNICIPAL AIRPORT 2024 PAVEMENT CONDITION INDEX SURVEY RESULTS

Sheet 1 of 2

Branch ID Section ID Last Construction Date Surface Type Use Last Inspection Date Age at Inspection PCI PCI Category PCI % Climate PCI % Load PCI % Other

Table 3B: ASHLAND MUNICIPAL AIRPORT 2024 PAVEMENT CONDITION INDEX SURVEY RESULTS

TAAS 03 8/1/2004 AAC TAXIWAY 8/1/2024 20 72 Satisfactory 100 0 0 TAAS 04 8/1/2023 AC TAXIWAY 8/1/2024 1 100 Good 0 0 0 TAAS 05 8/1/2023 AC TAXIWAY 8/1/2024 1 94 Good 100 0 0

Abbreviations:

PCI = Pavement Condition Index; AC = asphalt concrete; AAC = AC overlaid with AC

Sheet 2 of 2

Branch ID Section ID LCD2 PCI3 PCI Category Inspection Date PCI PCI Category Age4 Δ PCI/yr5

A01AS 01 AAC 76,095 8/1/04 65 Fair 5/13/2019 65.3 Fair 15 0.06 NONE A01AS 02 AAC 77,707 8/1/04 64 Fair 5/13/2019 65.4 Fair 15 0 NONE A01AS 03 AC 54,121 9/3/04 54 Poor 5/13/2019 63.2 Fair 15 1.76 NONE A01AS 04 AC 67,518 9/2/95 54 Poor 5/13/2019 54.1 Poor 24 0 NONE A01AS 05 AC 5,930 8/1/83 55 Poor 5/13/2019 69.7 Fair 36 2.81 NONE A01AS 06 AC 4,640 8/3/04 63 Fair 5/13/2019 66.2 Fair 15 1 NONE A02AS 01 AC 33,552 9/2/95 35 Very Poor 5/13/2019 19.3 Serious 24 -3.00 NORMAL A03AS 01 AC 36,136 9/1/95 68 Fair 5/13/2019 51.9 Poor 24 -3 NORMAL A03AS 02 AC 27,939 9/1/88 82 Satisfactory 5/13/2019 67.3 Fair 31 -2.81 NORMAL A03AS 03 AC 13,305 9/1/88 62 Fair 5/13/2019 72.3 Satisfactory 31 2 NONE

AH12AS 01 AC 7,625 8/1/23 61 Fair 5/13/2019 94 Good -4 6.32 NONE R12AS 01 AAC 9,120 6/2/11 94 Good 5/13/2019 72.9 Satisfactory 8 -4 HIGH R12AS 02 AC 110,703 6/3/11 95 Good 5/13/2019 81.2 Satisfactory 8 -2.64 NORMAL R12AS 03 AAC 132,672 6/2/11 93 Good 5/13/2019 79.3 Satisfactory 8 -3 NORMAL R12AS 04 AC 17,808 6/2/11 89 Good 5/13/2019 72.5 Satisfactory 8 -3.16 NORMAL T01AS 01 AC 1,343 8/1/23 58 Fair 5/13/2019 100 Good -4 8 NONE T03AS 01 AC 3,125 9/2/95 33 Very Poor 5/13/2019 25.4 Serious 24 -1.45 NORMAL T03AS 02 AC 4,973 10/17/14 100 Good 5/13/2019 74.7 Satisfactory 5 -5 HIGH T03AS 03 AC 8,303 8/1/23 50 Poor 5/13/2019 100 Good -4 9.57 NONE T04AS 01 AC 17,663 10/17/14 100 Good 5/13/2019 72.3 Satisfactory 5 -5 HIGH TA1AS 01 AAC 3,140 6/2/11 95 Good 5/13/2019 86.4 Good 8 -1.65 NORMAL TA1AS 02 AAC 2,629 8/1/04 66 Fair 5/13/2019 81.3 Satisfactory 15 3 NONE TA2AS 01 AAC 2,250 6/2/11 91 Good 5/13/2019 81.6 Satisfactory 8 -1.80 NORMAL TA2AS 02 AAC 1,736 8/1/04 72 Satisfactory 5/13/2019 71.2 Satisfactory 15 0 NORMAL TA3AS 01 AC 467 6/2/11 95 Good 5/13/2019 79.9 Satisfactory 8 -2.89 NORMAL TA3AS 02 AC 1,179 6/3/11 82 Satisfactory 5/13/2019 82.5 Satisfactory 8 0 NONE TA3AS 03 AC 2,508 9/1/83 38 Very Poor 5/13/2019 71.3 Satisfactory 36 6.37 NONE TA4AS 01 AAC 2,286 6/2/11 89 Good 5/13/2019 68.8 Fair 8 -4 NORMAL TA4AS 02 AC 2,512 8/1/23 70 Fair 5/13/2019 100 Good -4 5.74 NONE TA5AS 01 AC 2,542 6/2/11 78 Satisfactory 5/13/2019 65.2 Fair 8 -2 NORMAL TA5AS 02 AC 2,870 8/1/23 60 Fair 5/13/2019 100 Good -4 7.66 NONE TA6AS 01 AC 4,844 6/3/11 94 Good 5/13/2019 74.4 Satisfactory 8 -4 NORMAL TA6AS 02 AC 797 9/2/84 45 Poor 5/13/2019 90 Good 35 8.61 NONE TAAS 01 AAC 12,008 8/1/04 72 Satisfactory 5/13/2019 77.1 Satisfactory 15 1 NONE TAAS 02 AAC 9,760 8/1/04 67 Fair 5/13/2019 70.9 Satisfactory 15 0.75 NONE TAAS 03 AAC 12,472 8/1/04 69 Fair 5/13/2019 72.1 Satisfactory 15 1 NONE TAAS 04 AC 52,944 8/1/23 79 Satisfactory 5/13/2019 100 Good -4 4.02 NONE TAAS 05 AC 22,650 8/1/23 64 Fair 5/13/2019 94 Good -4 6 NONE

Abbreviations:

1 AC = asphalt concrete, AAC = AC overlying AC, PCC = portland cement concrete 2 LCD = Last construction date. The date of the last major pavement rehabilitation (e.g., AC overlay) 3 PCI = Pavement Condition Index 4 Age = Pavement age in years at the time of the PCI survey in 2018 5 Δ PCI/yr = Change in PCI points per year between 2018 survey and 2024 survey

Table 4B: ASHLAND MUNICIPAL AIRPORT COMPARISON OF PREVIOUS INSPECTION AND 2024 RESULTS

Surface Type1

Approximate Area, square feet

2019 Survey 2024 Survey Rate of

Deterioration

APPENDIX C

Future Pavement Condition Analysis

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page C-1

APPENDIX C

PAVEMENT CONDITION ANALYSIS

C.1 METHODOLOGY

In addition to assessing the current condition of a pavement, it is very important from a planning standpoint to be able to predict with reasonable accuracy its future condition. In a pavement management plan, this is done with the aid of a prediction model. When an airport pavement management system is initially implemented, the default models are typically used to predict the future condition of a pavement. However, after Pavement Condition Index (PCI) surveys are completed, the historical data are then used to refine the models, so they better represent the deterioration of a particular class of pavement based on local climatic conditions, loading, material sources, construction procedures, etc. The importance of accurate prediction models is part of the reason it is essential to conduct periodic, routine surveys in order to track the rate of deterioration.

In PAVER, the pavement deterioration curves are developed based on the “family” model procedure. A pavement “family” is defined as a group of pavements with similar deterioration characteristics. The procedure for developing the prediction models is as follows:

1. Define the pavement families.

2. Review the data.

3. Conduct a data-outlier analysis.

4. Model the data.

C.2 PREDICTION MODELS

We developed separate condition prediction models for each pavement “family” at Ashland Municipal Airport. The delineation is based on branch use, surface type, section rank, and structural design life. We use four distinct models for the following “families” of pavements at Ashland Municipal Airport. For each model, we reviewed the data to filter out any inconsistent or inaccurate data or any data that fell outside the boundary values set by PAVER. After outliers are removed and the data are checked for accuracy and reasonableness, the PAVER program calculates a best-fit curve using a polynomial-constrained, least-squares analysis procedure. This best-fit curve for each family is used in the analysis to predict the average behavior of all sections within each “family.” Our condition prediction models for each “family” are provided on Figures 1C through 3C, below.

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page C-2

Figure 1C: CONDITION PREDICTION MODEL FOR REGION 2 CATEGORY 3/4 ASPHALT CONCRETE APRONS

Figure 2C: CONDITION PREDICTION MODEL FOR REGION 2 CATEGORY 3/4 ASPHALT CONCRETE RUNWAYS

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page C-3

Figure 3C: CONDITION PREDICTION MODEL FOR REGION 2 CATEGORY 3 ASPHALT CONCRETE TAXIWAYS

GRI 6593-WOC7 – 2024 ODAV Pavement Evaluation Program Ashland Municipal Airport Report Page C-4

C.3 CRITICAL PCI

Each condition-prediction model has an assigned critical PCI. The critical PCI is the point at which the pavement condition begins to deteriorate more quickly over time. As the condition deteriorates to a worse state, major maintenance and rehabilitation (M&R) (rehabilitation/reconstruction) is triggered because the cost to apply localized M&R increases significantly. Pavement sections with PCI above the critical value are given a higher priority for funding during budget analysis in order to prevent them from deteriorating to the point where more costly rehabilitation is necessary. We used the following critical PCI values at Ashland Municipal Airport:

• Runways: 60

• Taxiways/Taxilanes: 55

• Aprons: 50

C.4 FUTURE CONDITION ANALYSIS

As previously discussed, the projected condition of each pavement section was determined for five- and 10-year periods. The projected pavement conditions in five years and 10 years for each pavement section at Ashland Municipal Airport, along with the conditions at the previous inspection, are listed in Table 1C.

C.5 FUNCTIONAL REMAINING LIFE

As mentioned above, functional remaining life is the practical amount of time a pavement is in service before requiring rehabilitation, as estimated based solely on visual condition.

This is not to be confused with structural remaining life, which requires analysis of the structural capacity of a pavement.

We calculated two forms of functional remaining life based on the current visual condition surveys of the pavement at Ashland Municipal Airport: 1) the time until rehabilitation and

2) the time until the pavement is no longer operational due to high foreign object debris potential and increased safety concerns for trafficking aircraft (i.e., PCI less than 40). The results of the functional life analysis are provided in Table 2C.

Past Inspection PCI Current PCI 2018 2024 2029 2034

NETWORK -- 74 71 65 60

A01AS 01 65 65 60 54

A01AS 02 64 65 60 54

A01AS 03 54 63 58 52

A01AS 04 54 54 49 43

A01AS 05 55 70 64 59

A01AS 06 63 66 61 55

A02AS 01 35 19 14 8

A03AS 01…