Research, Development, and Technology

Turner-Fairbank Highway Research Center

6300 Georgetown Pike

McLean, VA 22101-2296

PUBLICATION NO. FHWA-HRT-22-023 FEBRUARY 2023 

Long-Term Pavement Performance 

Warm-Mix Asphalt Study Final Report, 

Volume VI: SPS-10 Construction 

Documentation Guide
FOREWORD

Warm-mix asphalt (WMA), an innovative material that is part of the Federal Highway 

Administration Every Day Counts program, has been implemented by State highway agencies 

throughout the United States. WMA covers a variety of categories, each designed to allow for 

production and compaction of AC at temperatures lower than conventional hot-mix asphalt

(HMA).

Recognizing that a knowledge gap exists in the comparison of WMA and HMA over the 

performance life of each type of pavement, the Long-Term Pavement Performance (LTPP) 

program initiated this project to design a national experiment to study the performance of WMA 

relative to HMA. New test sections will be recruited into the LTPP program under the 

designation of Specific Pavement Studies-10 (SPS-10), “Warm Mix Asphalt Overlay of Asphalt 

Pavement Study.” 

The purpose of this volume of the report series is to document the guidelines and information for 

detailing construction activities for the SPS-10 experiment for the LTPP program. The SPS-10 

experiment is designed to capture information on the short- and long-term performance of WMA 

relative to HMA. This experiment has been structured to ensure consistency and compatibility 

with the existing LTPP program objectives and database while addressing information gaps 

regarding WMA performance. The intent of the SPS-10 experiment is to capture not only field 

performance, but also laboratory test data that will allow both user-agencies and researchers a 

better understanding of the potential benefits of WMA. Collectively, this information could be 

used for performance prediction. 

Mark Swanlund 

Acting Director, Office of Infrastructure 

Research and Development 

Notice

This document is disseminated under the sponsorship of the U.S. Department of Transportation 

(USDOT) in the interest of information exchange. The U.S. Government assumes no liability for 

the use of the information contained in this document.

The U.S. Government does not endorse products or manufacturers. Trademarks or 

manufacturers’ names appear in this report only because they are considered essential to the 

objective of the document. 

Quality Assurance Statement

The Federal Highway Administration (FHWA) provides high-quality information to serve 

Government, industry, and the public in a manner that promotes public understanding. Standards 

and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its 

information. FHWA periodically reviews quality issues and adjusts its programs and processes to 

ensure continuous quality improvement.
TECHNICAL REPORT DOCUMENTATION PAGE

1. Report No.

FHWA-HRT-22-023

2. Government Accession No. 3. Recipient’s Catalog No.

4. Title and Subtitle

Long-Term Pavement Performance Warm-Mix Asphalt

Study Final Report, Volume VI: SPS-10 Construction 

Documentation Guide

5. Report Date

February 2023

6. Performing Organization Code:

7. Author(s)

J. Puccinelli, P. Schmalzer, K. Senn (ORCID: 0000-0002-

9645-5370), L. McDonald

8. Performing Organization Report No.

N/A

9. Performing Organization Name and Address

NCE

1885 S Arlington Avenue, Suite 111

Reno, NV 89509

10. Work Unit No.

11. Contract or Grant No.

DTFH61-12-C-00017

12. Sponsoring Agency Name and Address

Office of Infrastructure Research and Development

Federal Highway Administration

6300 Georgetown Pike

McLean, VA 22101-2296

13. Type of Report and Period Covered

Final Report; September 2012–December 2014

14. Sponsoring Agency Code

HRDI-30

15. Supplementary Notes

Jack Springer (HRDI-30) served as the Contracting Officer’s Representative.

16. Abstract

This document provides guidelines and information for documenting construction activities for the Specific 

Pavement Studies-10 (SPS-10) experiment warm-mix asphalt study. These guidelines should be followed by the 

Federal Highway Administration Long-Term Pavement Performance regional support contractor (RSC) when 

working with State and Provincial highway agencies in documenting SPS-10 construction activities. Properly 

documenting the construction activities for each SPS-10 project in a stand-alone construction report is critical to 

future analysis efforts. This document contains the instructions, forms, and codes to be used by the RSC to 

develop the construction report.

17. Key Words

Asphalt concrete, General Pavement Studies, 

LTPP, material properties, pavement, Specific 

Pavement Studies, subgrade, warm-mix asphalt, 

performance monitoring, construction, SPS-10, 

hot-mix asphalt, experiment design

18. Distribution Statement

No restrictions. This document is available to the public 

through the National Technical Information Service, 

Springfield, VA 22161.

https://www.ntis.gov

19. Security Classif. (of this report)

Unclassified

20. Security Classif. (of this page)

Unclassified

21. No. of Pages

147

22. Price

N/A

Form DOT F 1700.7 (8-72) Reproduction of completed page authorized.
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iii

LONG-TERM PAVEMENT PERFORMANCE WARM-MIX ASPHALT STUDY 

PROJECT REPORT SERIES

This volume is the sixth of six volumes in this research report series. Volume I is the final report, 

and volume II through volume VI contain detailed information about the design and operations 

of the experiment. The following list contains the volumes of this series: 

Volume Title Report Number 

I Long-Term Pavement Performance Warm-Mix Asphalt 

Study, Volume I: Final Report 

FHWA-HRT-22-018 

II Long-Term Pavement Performance Warm-Mix Asphalt 

Study Final Report, Volume II: SPS-10 Experimental 

Matrix and Research Plan 

FHWA-HRT-22-019 

III Long-Term Pavement Performance Warm-Mix Asphalt 

Study Final Report, Volume III: SPS-10 Nomination 

Guidelines 

FHWA-HRT-22-020 

IV Long-Term Pavement Performance Warm-Mix Asphalt 

Study Final Report, Volume IV: SPS-10 Materials 

Sampling and Testing Requirements 

FHWA-HRT-22-021 

V Long-Term Pavement Performance Warm-Mix Asphalt 

Study Final Report, Volume V: SPS-10 Performance 

Monitoring Guide 

FHWA-HRT-22-022 

VI Long-Term Pavement Performance Warm-Mix Asphalt 

Study Final Report, Volume VI: SPS-10 Construction 

Documentation Guide 

FHWA-HRT-22-023 
iv

TABLE OF CONTENTS

INTRODUCTION......................................................................................................................... 1

Project Description ................................................................................................................. 1

Construction Report ............................................................................................................... 3

CHAPTER 1: CONSTRUCTION REPORT REQUIREMENTS ........................................... 7

SPS-10 Construction Report Cover Page ............................................................................. 7

SPS-10 Construction Report Chapter 1: Overview ............................................................. 9

General Overview of SPS-10 .............................................................................................. 9

Broad Overview of the Project ........................................................................................... 9

Description of Report Organization .................................................................................. 10

SPS-10 Construction Report Chapter 2: Project Description .......................................... 10

Test Section Layout .......................................................................................................... 10

Physical Attributes ............................................................................................................ 10

Climate .............................................................................................................................. 11

Traffic ............................................................................................................................... 11

Project Geometry .............................................................................................................. 11

Supplemental Test Sections (If Included) ......................................................................... 11

Project Personnel (HA, Contractor, RSC) ........................................................................ 12

SPS-10 Construction Report Chapter 3: Construction ..................................................... 12

SPS-10 Construction Report Chapter 4: Summary .......................................................... 13

SPS-10 Construction Report Chapter 5: Key Observations ............................................. 13

SPS-10 Construction Report Appendix A: Construction Photographs ........................... 13

SPS-10 Construction Report Appendix B: Mix Designs ................................................... 13

SPS-10 Construction Report Appendix C: Materials Sampling and Testing Layouts .. 14

SPS-10 Construction Report Appendix D: Other Construction Documents .................. 14

SPS-10 Construction Report Appendix E: SPS-10 Data Sheets ....................................... 14

SPS-10 Construction Report Appendix F: SPS-10 Deviation Report .............................. 14

CHAPTER 2: DATA COLLECTION AND RECORDING ................................................... 15

Record Data ........................................................................................................................... 15

Data Common for all LTPP SPS-10 Data Sheets............................................................... 15

SHRP ID ........................................................................................................................... 15

Description of LTPP SPS-10 Data Sheets ........................................................................... 16

Project ID (SPS-10 Data Sheet 1) ..................................................................................... 16

Project Stations (SPS-10 Data Sheet 2) ............................................................................ 17

General Information (SPS-10 Data Sheet 3) ..................................................................... 18

Layer (SPS-10 Data Sheet 4) ............................................................................................ 19

Age and Major Improvements (SPS-10 Data Sheet 5) ..................................................... 20

Snow Removal/Deicing (SPS-10 Data Sheet 6) ............................................................... 22

Highway Performance Monitoring System (HPMS) Data Items (Project Level) (SPS-10 

Data Sheet 7) ..................................................................................................................... 22

HPMS Data Items (Project Level) (Continued) (SPS-10 Data Sheet 8)........................... 23

Plant-Mixed Asphalt (PMA) Aggregate Properties (SPS-10 Data Sheet 9) ..................... 24

PMA Aggregate Properties (Continued) (SPS-10 Data Sheet 10) .................................... 25

PMA Aggregate Properties (Continued) (SPS-10 Data Sheet 11).................................... 26
v 

PMA Binder (SPS-10 Data Sheet 12) ............................................................................... 27

PMA Binder Aged (SPS-10 Data Sheet 13) ..................................................................... 29

AC Dynamic Shear Rheometer (DSR), Bending Beam Rheometer (BBR), Direct Tension 

(SPS-10 Data Sheet 14) .................................................................................................... 30

RAP (SPS-10 Data Sheet 15)............................................................................................ 31

PMA Laboratory Mix Design (SPS-10 Data Sheet 16) .................................................... 32

PMA Laboratory Mix Design (Continued) (SPS-10 Data Sheet 17)................................ 35

PMA Laboratory Mix Design (Continued) (SPS-10 Data Sheet 18)................................ 36

PMA Mixture Properties (SPS-10 Data Sheet 19)............................................................ 36

PMA Mixture Properties (Continued) (SPS-10 Data Sheet 20) ....................................... 38

Superpave Mixture Properties (SPS-10 Data Sheet 21) ................................................... 39

PMA Construction (SPS-10 Data Sheet 22) ..................................................................... 40

PMA Construction (Continued) (SPS-10 Data Sheet 23) ................................................. 41

Unbound (SPS-10 Data Sheet 24)..................................................................................... 42

Unbound (Continued) (SPS-10 Data Sheet 25) ................................................................ 43

Subgrade (SPS-10 Data Sheet 26) .................................................................................... 44

Subgrade (Continued) (SPS-10 Data Sheet 27) ................................................................ 46

QC Measurements (SPS-10 Data Sheet 28)...................................................................... 47

Field Thickness (SPS-10 Data Sheet 29) .......................................................................... 48

Notes and Comments (SPS-10 Data Sheet 30) ................................................................. 48

Milled Sections (SPS-10 Data Sheet 31) .......................................................................... 49

Improvement Listing (SPS-10 Data Sheet 32).................................................................. 50

Pre-overlay Surface Preparation Sketch (SPS-10 Data Sheet 33) .................................... 50

PMA Pre-overlay (Patching) (SPS-10 Data Sheet 34) ..................................................... 51

SPS-10 PMA Pre-overlay (Sealing) (SPS-10 Data Sheet 35) .......................................... 52

Seal Coat Application Data for Pavements with Asphalt Concrete Surfaces (SPS-10 Data 

Sheet 36) ........................................................................................................................... 53

Seal Coat Application Data for Pavements with Asphalt Concrete Surfaces, Continued 

(SPS-10 Data Sheet 37) .................................................................................................... 54

APPENDIX A. STANDARD CODES ....................................................................................... 95

APPENDIX B. DEVIATION REPORTS ............................................................................... 125

REFERENCES .......................................................................................................................... 131
vi 

LIST OF FIGURES

Figure 1. Diagram. Example test section layout. ............................................................................ 2

Figure 2. Illustration. Mockup of report cover page. ...................................................................... 8

Figure 3. Equation. Calculation of bulk specific gravity for the total aggregate. ......................... 26

Figure 4. Equation. Calculation of the effective specific gravity of aggregate. ........................... 27

Figure 5. Equation. Calculation of maximum specific gravity of paving mixture. ...................... 32

Figure 6. Equation. Calculation of air voids in compacted mixture. ............................................ 33

Figure 7. Equation. Calculation of VMA. ..................................................................................... 34

Figure 8. Equation. Calculation for absorbed asphalt percent by weight of total mixture. .......... 34

Figure 9. Equation. Calculation of gyration ratio. ........................................................................ 34
vii 

LIST OF TABLES

Table 1. List of LTPP data sheets and titles.................................................................................... 3

Table 2. List of LTPP data sheets to be completed for each section. ............................................. 4

Table 3. Table of standard codes for States, the District of Columbia, Puerto Rico, 

American Protectorates, and Canadian Provinces. .............................................................. 95

Table 4. Functional class codes. ................................................................................................... 96

Table 5. Experiment type definitions—General Pavement Studies (GPS)................................... 97

Table 6. Experiment Type Definitions—SPS. .............................................................................. 99

Table 7. Pavement type codes. .................................................................................................... 103

Table 8. Pavement surface material type classification codes. ................................................... 104

Table 9. Base and subbase material type classification codes. ................................................... 104

Table 10. Subgrade soil description codes. ................................................................................. 105

Table 11. Material type codes for thin seals and interlayers....................................................... 106

Table 12. Geologic classification codes. ..................................................................................... 106

Table 13. Soil and soil-aggregate mixture type codes, AASHTO classification. ....................... 107

Table 14. Portland cement type codes. ....................................................................................... 108

Table 15. PCC admixture codes.................................................................................................. 108

Table 16. Aggregate durability test type codes. .......................................................................... 109

Table 17. Codes for asphalt refiners and processors in the United States. ................................. 109

Table 18. Asphalt cement modifier codes................................................................................... 114

Table 19. Grades of asphalt, emulsified asphalt, and cutback asphalt codes.............................. 115

Table 20. Maintenance and rehabilitation work type codes. ...................................................... 116

Table 21. Maintenance location codes. ....................................................................................... 118

Table 22. Maintenance materials type codes. ............................................................................. 118

Table 23. Recycling agent type codes......................................................................................... 119

Table 24. Antistripping agent type codes. .................................................................................. 119

Table 25. Distress types. ............................................................................................................. 121

Table 26. Route signing codes. ................................................................................................... 122

Table 27. Ownership codes. ........................................................................................................ 122

Table 28. Turn lane codes. .......................................................................................................... 123

Table 29. Widening obstacles codes. .......................................................................................... 123
viii

LIST OF ABBREVIATIONS

AASHTO American Association of State Highway and Transportation Officials

AC asphalt concrete

AS AquashieldTM 

ASTM American Society for Testing and Materials

BBR bending beam rheometer 

CaCl2 calcium dichloride 

CBR California Bearing Ratio

CMA calcium magnesium acetate

CPR concrete pavement restoration

CRCP continuously reinforced concrete pavement 

DSR dynamic shear rheometer

ESAL equivalent single-axle load

FHWA Federal Highway Administration

FWD falling weight deflectometer

GPS General Pavement Studies

HA highway agency 

HOT high-occupancy toll 

HOV high-occupancy vehicle

HMA hot-mix asphalt 

HMAC hot-mix asphalt concrete

HPMS Highway Performance Monitoring System 

ID identification

JPCP jointed plain concrete pavement 

JRCP jointed reinforced concrete pavement 

LL liquid limit

LTM long-term monitoring

LTPP Long-Term Pavement Performance

MC medium curing 

NaCl sodium chloride 

PCC portland cement concrete

PG performance grade

PI plasticity index

PL plastic limit

PMA plant-mixed asphalt 

RA recycling agent

RAP recycled asphalt pavement

RAS recycled asphalt shingles 

QC quality control 

RSC regional support contractor 

RTFO rolling thin film oven

SAMI stress-absorbing membrane interlayer 

SHRP Strategic Highway Research Program

SPS Specific Pavement Studies

VMA voids in mineral aggregate 
ix

WIM weigh-in-motion

WMA warm-mix asphalt 

WMAC warm-mix asphalt concrete
1 

INTRODUCTION

This document provides guidelines and information for documenting construction activities for 

the Specific Pavement Studies-10 (SPS-10) experiment warm-mix asphalt (WMA) study. These 

guidelines should be followed by the Federal Highway Administration (FHWA) Long-Term 

Pavement Performance (LTPP) regional support contractor (RSC) when working with U.S. State 

and Canadian Provincial highway agencies (HAs) in documenting SPS-10 construction 

activities. Properly documenting the construction activities for each SPS-10 project into a 

stand-alone SPS-10 construction report is critical to future analysis efforts. 

PROJECT DESCRIPTION

The SPS-10 experiment is intended for test sections not previously in the LTPP program. 

Projects nominated into the SPS-10 experiment will be constructed specifically to satisfy cells 

within the experimental matrix. Because these sections will be nominated into the program prior 

to rehabilitation, all construction activities, material properties, and sampling will be documented 

to ensure a complete dataset. Each SPS experiment in the LTPP program is designed to have a 

set of targeted goals, construction guidelines, and experimental approaches aimed at intensive 

studies of a few significant variables. This section, among other things, defines the 

goals/objectives of the SPS-10 experiment and the significant variables to be studied. 

The SPS-10 experiment requires construction of a minimum of three core test sections at each 

project site as well as any supplemental sections built by the HA. Figure 1 demonstrates a sample 

test section layout, including stationing, transition areas, and pavement layers. Construction is 

limited to overlays of asphalt concrete (AC) pavements only. The minimum three core test 

sections consist of: 

• HAs’ standard hot-mix asphalt (HMA) (control section). 

• WMA mix with a WMA foaming process category. 

• WMA mix with a WMA chemical additive category.
2 

Source: FHWA. 

1 ft = 0.3048 m.

Figure 1. Diagram. Example test section layout. 
3 

WMA technologies currently available can be grouped into the following four categories (some 

technologies are a combination of these): 

• Foaming additive. 

• Chemical additive. 

• Organic additive. 

• Foaming process. 

The LTPP SPS-10 experiment focuses on the chemical additive and foaming process 

technologies. Since this is a materials comparison study, the pavement structure and thicknesses 

of the layers containing the experimental mixtures must be the same on all test sections. HAs are 

encouraged to take the opportunity afforded by the construction of these experimental test 

sections, whose long-term performance will be uniformly monitored, to construct supplemental 

sections investigating experimental factors of specific HA interest.

CONSTRUCTION REPORT

A construction report is required for every SPS-10 project. An important piece of the 

construction report is completing the data sheets associated with building the project. This 

process enables maximum uniformity across all projects and ensures that a comprehensive set of 

data is entered into the LTPP database (Elkins et al. 2017). Guidelines for developing the 

construction report are outlined in the following section. 

Table 1 lists the LTPP SPS construction data sheets that were developed for the SPS-10 

experiment.

Table 1. List of LTPP data sheets and titles. 

LTPP SPS-10 Construction 

Data Sheet Number LTPP SPS-10 Construction Data Sheet Title 

LTPP SPS-10 data sheet 1 Project ID

LTPP SPS-10 data sheet 2 Project stations

LTPP SPS-10 data sheet 3 General information

LTPP SPS-10 data sheet 4 Layer

LTPP SPS-10 data sheet 5 Age and major improvements 

LTPP SPS-10 data sheet 6 Snow removal/deicing 

LTPP SPS-10 data sheet 7–8 HPMS data items 

LTPP SPS-10 data sheets 9–11 PMA aggregate properties

LTPP SPS-10 data sheet 12 PMA binder 

LTPP SPS-10 data sheet 13 PMA binder aged 

LTPP SPS-10 data sheet 14 AC, DSR, BBR, and direct tension

LTPP SPS-10 data sheet 15 RAP

LTPP SPS-10 data sheets 16–17 PMA lab mix design 

LTPP SPS-10 data sheet 18 PMA lab mix design warm mix
4 

LTPP SPS-10 Construction 

Data Sheet Number LTPP SPS-10 Construction Data Sheet Title 

LTPP SPS-10 data sheets 19–20 PMA mix prop 

LTPP SPS-10 data sheet 21 SuperpaveTM mixture properties

LTPP SPS-10 data sheets 22–23 PMA construction 

LTPP SPS-10 data sheets 24–25 Unbound 

LTPP SPS-10 data sheets 26–27 Subgrade 

LTPP SPS-10 data sheet 28 QC measurements

LTPP SPS-10 data sheet 29 Field thickness 

LTPP SPS-10 data sheet 30 Notes and comments 

LTPP SPS-10 data sheet 31 Milled sections

LTPP SPS-10 data sheet 32 Improvement listing

LTPP SPS-10 data sheet 33 Pre-overlay surface preparation sketch

LTPP SPS-10 data sheet 34 PMA pre-overlay (patch) 

LTPP SPS-10 data sheet 35 PMA pre-overlay (sealing) 

LTPP SPS-10 data sheets 36–37 PMA pre-overlay seal coat

BBR = bending beam rheometer; DSR = dynamic shear rheometer; HPMS = Highway Performance Monitoring 

System; ID = identification; PMA = plant-mixed asphalt; RAP = recycle asphalt pavement; QC = quality control. 

Use table 2 to complete the SPS-10 data sheets for the SPS-10 project and sections. 

Table 2. List of LTPP data sheets to be completed for each section. 

Construction 

Data Sheets

WMA Test 

Sections

HMA Test 

Sections Project Level

1 — — 

2 — — 

3 — — 

4   — 

5 — — 

6 — — 

7   — 

8   — 

9–11 a* a* — 

12 a* a* — 

13 a a — 

14 a a — 

15 a a — 

16–17 a* a* — 

18 a* a* — 

19–20 a* a* — 

21 a* a* — 

22–23 a* a* — 

24–25 b b — 

26–27 c c — 

28   — 
5 

Construction 

Data Sheets

WMA Test 

Sections

HMA Test 

Sections Project Level

29   — 

30   — 

31   — 

32   — 

33   — 

34   — 

35   — 

36–37   — 

—No data available. 

 = always complete this data sheet. 

a = complete data sheet for each plant-mixed asphalt layer (including existing layers and new overlay 

layers constructed for the SPS-10 experiment). 

b = complete data sheet for each existing unbound layer. 

c = complete data sheet for each existing subgrade layer. 

*also complete data sheet for each asphalt-treated base.

7 

CHAPTER 1: CONSTRUCTION REPORT REQUIREMENTS

This chapter outlines participation requirements and provides guidelines and information for 

documenting construction activities for an SPS-10 study. Documenting the construction 

activities during each project in a stand-alone SPS-10 construction report is vital to future 

analysis efforts. 

The following list provides the recommended elements for each SPS-10 construction report: 

• Cover page.

• Table of contents (including a list of tables and list of figures).

• Chapter 1: Introduction. 

• Chapter 2: Project description. 

• Chapter 3: Construction. 

• Chapter 4: Summary. 

• Chapter 5: Key observations. 

• Appendix A: Construction photographs. 

• Appendix B: Mix designs. 

• Appendix C: Materials sampling and testing layouts. 

• Appendix D: Other construction documents. 

• Appendix E: Complete set of SPS-10 data sheets.

• Appendix F: SPS-10 deviation report. 

The minimum contents for each element are described in the following section. 

SPS-10 CONSTRUCTION REPORT COVER PAGE

The cover page should contain the following information: 

1. LTPP and FHWA logos. 

2. “SPS-10 project” label.

3. Project location.

4. “Draft report” or “final report” note (depending on the version of the report). 

5. Report author (the RSC that developed the report and their contact information). 

6. Date report completed. 

A mockup of a completed construction report cover page is shown in figure 2. 
8 

Source: FHWA. 

Figure 2. Illustration. Mockup of report cover page. 
9 

SPS-10 CONSTRUCTION REPORT CHAPTER 1: OVERVIEW

The following sections should be included in the introduction for each SPS-10 construction 

report. 

General Overview of SPS-10 

The general overview of the SPS-10 project should include the following information at a 

minimum:

The SPS-10 experiment is designed to capture information on the short- and long-term

performance of WMA compared to HMA. For the purposes of the experiment, LTPP defines 

WMA as asphalt mixtures produced at least 30 °F below normal HMA production temperatures 

or asphalt produced at below 275 °F. The experiment provides the ability to directly compare the 

performance of WMA to HMA. Field performance will be monitored over the long term, and 

data from laboratory testing of WMA materials will be provided to researchers looking to 

evaluate various features of WMA. Collectively, this information will be used for a better 

understanding of the potential benefits of WMA and for better performance predictions.

The objectives of the SPS-10 experiment are to: 

• Evaluate and improve the practical aspects of implementing the WMA system through a 

hands-on field trial by interested HAs. 

• Compare the performance of the WMA technologies against mixes designed with current 

HAs’ HMA specifications, asphalt-aggregate specifications, and mix-design procedures. 

• Provide long-term performance data to evaluate and refine the WMA technologies, 

design procedures, and models. 

• Test the sensitivity of the WMA technology relative to low-temperature cracking, fatigue, 

or permanent deformation distress factors. 

• Provide HAs with the opportunity to evaluate the performance of other experimental 

features through the construction of supplemental sections.

The SPS-10 experiment is intended for test sections not previously in the LTPP program. 

Because these sections will be nominated into the program prior to rehabilitation, all construction 

activities, materials properties, and sampling are documented in this report. 

Broad Overview of the Project

Include a broad overview of the specific project in the introduction of the construction report. 

The broad overview of the project will note the highway (interstate or State route), travel 

direction, and location of the SPS-10 project site. Along with the location of the project, other 

information included must be, at a minimum, the total number of test sections (three core 

sections and supplemental sections), the WMA technologies and recycled asphalt pavement
10 

(RAP) used, and a brief overview of the project pavement structure and any rehabilitation 

performed.

Description of Report Organization 

A brief description of the report organization must be included to provide a summary of the 

remaining report sections/chapters and their respective contents. For a typical construction 

report, the following outline should be followed: 

• Chapter 2 provides the project location, description, and other attributes of the project. 

• Chapter 3 describes the materials and construction procedures for each layer and then 

continues to detail construction sequence and operations. 

• Chapter 4 summarizes the test section construction. 

• Chapter 5 documents the key observations. 

• Appendix A contains a collection of construction photographs from the project. 

• Appendix B contains the mix designs for each section. 

• Appendix C contains the materials sampling and testing layouts.

• Appendix D contains construction documents, including the project plans, specifications, 

special provisions, and production strip charts as well as daily logs and field notes of 

activities, equipment, and weather conditions. 

• Appendix E contains the SPS-10 data sheets. 

• Appendix F includes the deviation report. 

SPS-10 CONSTRUCTION REPORT CHAPTER 2: PROJECT DESCRIPTION

The project description will include basic information on the project with the use of text as well 

as tables and figures. The description will serve as an introduction to the specific SPS-10 

experiment. Project information will contain, at a minimum, the following sections.

Test Section Layout 

Include a figure of the test section layout that describes the stationing, transition areas, and 

pavement layers.

Physical Attributes

The report should include the physical attributes of the project (i.e., project location, surrounding 

terrain, and the existing pavement condition). The highway (interstate or State route), the nearest 

township/city, and the Global Positioning System coordinates must be described. A figure of the 
11 

location of the project on a map must be included. Also, the immediate terrain (e.g., rolling hills, 

flat, etc.) and the existing pavement condition should be included. A description of existing 

pavement should include the structure, layers, maintenance and rehabilitation history, and 

condition. The description of the condition of the pavement must be presented in terms of 

manual distress survey, deflection testing, transverse profile, longitudinal profile, and texture 

measurements.

Climate

The project climate data must describe the climatic zone of the project using one of the four 

LTPP-defined climatic zones: wet freeze, dry freeze, wet no-freeze, and dry no-freeze. The 

criteria established to distinguish wet and dry climates is based on annual precipitation. The 

LTPP program defines climates with an annual precipitation of less than 20 inches (508 mm)/yr 

as "dry." Conversely, wet climates are those receiving more than 20 inches (508 mm) of 

precipitation per year. Freezing index is used by the LTPP program to define the freeze and 

no-freeze climates. A site located where the annual freezing index is greater than 150 °F meets 

the LTPP criteria for the freeze climatic zone (Elkins 2021). The annual freezing index and 

annual precipitation must also be stated explicitly, separate from the climatic zone, along with 

the seasonal (winter and summer) average for minimum and maximum temperature. The location 

of nearest operational National Oceanic and Atmospheric Administration or National Weather 

Service weather station and the distance from the site must be noted. 

Traffic

To provide a brief overview of the traffic conditions of the project, a table should be included 

that describes the annual average daily traffic of the project in each direction. The percent of 

heavy trucks and combinations of vehicles in the LTPP test lane should also be included in the 

table. Finally, the table should include the estimated 18,000 lb equivalent single-axle load 

(ESAL) for the study lane and the design length period with the total design 18,000 ESAL 

applications in the design lane for the project. If load spectra traffic data are available, the data 

must be described in this section of the construction report. Traffic monitoring with a 

weigh-in-motion (WIM) must describe the location, model, manufacturer, and last calibration of 

the WIM.

Project Geometry

The project geometry must describe the grade of the project among other items. The horizontal 

and/or vertical curvature also must be included if any exists as well as the embankment and 

cut/fill properties of the project. Finally, any special features relating to the project geometry 

must be described; for example, indicate whether any onramps, offramps, or culverts exist inside 

the project limits.

Supplemental Test Sections (If Included)

Sponsoring HAs have the opportunity to expand the SPS-10 experiment to address their own 

interests and concerns as well as to incorporate innovative technologies through the construction 

of supplemental sections. If supplemental sections are included in the project, also include a brief 

overview. The current, recommended, potential supplemental sections are as follows: 
12 

• Using organic WMA additives. 

• Using foaming additives (instead of foaming process used in core sections). 

• Using varying levels of RAP or including RAP percentages outside the acceptable range 

for core test sections. 

• Including recycled asphalt shingles (RAS). 

• Changing the thickness of the overlay layer. 

• Changing the binder grade. 

• Changing production temperatures or constructing sections with WMA technology 

produced at temperatures above the acceptable range for core test sections. 

• Using multiple WMA technologies in one mixture. 

• Using stone-matrix asphalt, or gap- or open-graded mixtures. 

• Changing aggregate sources. 

If such supplemental sections are used, the overview must note the properties of the 

supplemental sections, including mix design, pavement design thickness, structure, and WMA 

technologies as used. 

Project Personnel (HA, Contractor, RSC)

The personnel involved in the project should be noted, including personnel from the governing 

HA, the contractor(s), and the RSC. The HA should be noted along with the personnel from the 

project, including the resident engineer for the project, the assistant resident engineer, the 

inspector(s), the field sampling and testing crew, and any others involved with the coordination 

and execution of the project. The primary contractor should be noted along with the project 

manager and construction superintendent. Subcontractors, if used, should be mentioned together 

with their assigned project responsibilities. In addition, list the RSC personnel onsite during 

construction as well as the personnel onsite tasked with pre-overlay, construction, and 

post-overlay LTPP monitoring. Such field notes should include personnel performing falling 

weight deflectometer (FWD) testing, manual distress survey, texture, and profile testing 

measurements. 

SPS-10 CONSTRUCTION REPORT CHAPTER 3: CONSTRUCTION

Detailed construction information (in text as well as tables and figures) must be provided, 

including, at a minimum:

• Work activity dates, including patching, crack sealing, mill work, and any overlay work. 
13 

• Description of equipment onsite (and at the production plant). Information should be 

included for the hot-mix production plant and the pavement equipment. Hot-mix

production plant information should include the type of plant used, description, and 

location along with hauling distance and haulers. Information for the paving equipment 

should include the paver used, the pick-up machine, the rollers, and the number of passes. 

• Detailed materials information (full mix designs will be contained in appendix B of the 

construction report) should include the aggregate source, aggregate properties, and the 

number of stockpiles used. 

• Field quality-control (QC) test results performed by the HA or contractor. 

• Section by section details including lift thickness, paving width, density, temperature 

(i.e., ambient, at the production plant and laydown, and during paving), compactive 

effort, and any construction issues or problems. 

SPS-10 CONSTRUCTION REPORT CHAPTER 4: SUMMARY

The summary must be an overview of key project details and construction activities. The 

summary will note the number of LTPP test sections within the project, the highway (interstate 

or State route number) and the city closest to the project site. A brief recap of each section’s 

attributes must also be included (pavement thicknesses, WMA technologies (if used) and 

pre-overlay preparation practices performed). Also, the project’s beginning construction date and 

ending construction date must be included. Finally, any construction issues encountered must be 

included, with a more detailed description included in chapter 5 (key observations). 

SPS-10 CONSTRUCTION REPORT CHAPTER 5: KEY OBSERVATIONS

The key observations chapter will capture noteworthy observations for each test section. This 

chapter will also document issues encountered during construction, including, but not limited to, 

equipment breakdowns, weather conditions, and/or material variability.

SPS-10 CONSTRUCTION REPORT APPENDIX A: CONSTRUCTION 

PHOTOGRAPHS

Appendix A must contain photos of each section before, during, and after rehabilitation.

Photographs of the production plant and paving operation must also be contained in this 

appendix. 

SPS-10 CONSTRUCTION REPORT APPENDIX B: MIX DESIGNS

Appendix B will contain complete mix design information for each section (core and 

supplemental): 

• Appendix B1—HMA. 

• Appendix B2—Foaming process. 

• Appendix B3—Chemical additive. 
14 

Appendices for supplemental sections should start at B4 and continue sequentially based on the 

number of supplemental sections. 

SPS-10 CONSTRUCTION REPORT APPENDIX C: MATERIALS SAMPLING AND 

TESTING LAYOUTS

Appendix C will contain copies of the layouts from the materials sampling and testing (MS&T) 

plan, including a copy of the as-sampled, field-used layout from the MS&T plan and the 

originally designed MS&T plan with any differences noted between the two plans. 

SPS-10 CONSTRUCTION REPORT APPENDIX D: OTHER CONSTRUCTION 

DOCUMENTS

Appendix D will contain other construction documents pertaining to the project, including the 

following (if available):

• Plans, specifications, and special provisions. 

• Strip charts during production. 

• Daily log of activities/equipment/weather. 

• Other available construction information. 

• Daily field notes from personnel onsite. 

SPS-10 CONSTRUCTION REPORT APPENDIX E: SPS-10 DATA SHEETS

SPS-10 data sheets for the SPS-10 experiment include primarily items related to the WMA 

technologies and the placement temperatures and properties of the overlay material. A complete 

set of SPS-10 data sheets along with descriptions of each data sheet are in chapter 2 of this 

volume, “Data Collection and Recording.” 

SPS-10 CONSTRUCTION REPORT APPENDIX F: SPS-10 DEVIATION REPORT

Any deviations from the SPS-10 guidelines must be noted in a deviation report. Blank copies of 

the various deviation report elements can be found in appendix B of this volume. 
15 

CHAPTER 2: DATA COLLECTION AND RECORDING

RECORD DATA

These guidelines contain the SPS-10 data sheets necessary for recording data activities during 

test section construction. 

Even though space is provided in the data sheets for a broad array of data items, it is recognized 

that much of the data will not be available. When the data item is not applicable to or represents 

something that does not exist on the test section, enter an “N” to indicate that the data item is not 

applicable. If the data item is applicable but the value is unknown (i.e., not available in project 

records), enter a “U” to indicate that the value is unknown. Many data items will require codes to 

be entered. Unless otherwise noted in the following instructions, the codes are listed or 

referenced on the data sheets in this volume. 

Some construction data items may apply to more than one test section. However, a large portion 

of the data items will be specific to each test section. Data items common to all test sections will 

be referred to as “project-level data,” while data items specific to each test section will be 

referred to as “section-specific data.”

DATA COMMON FOR ALL LTPP SPS-10 DATA SHEETS

A common set of project identification (ID) data appears in the upper-right-hand corner of every 

data sheet. These data items are described as follows: 

• State code: The State code is a number used to identify the U.S. State or Canadian 

Province in which the pavement section is located. (See table 3 for codes.) 

• Strategic Highway Research Program (SHRP) section ID: The SHRP section ID is a 

four-digit ID number assigned by the LTPP. This number is used to facilitate the 

computer filing of the projects and will identify the section in the field.

SHRP ID

The SHRP section ID is an LTPP-assigned four-digit ID number. This number is used to 

facilitate the computer filing of the projects and will identify the section in the field. 

SPS-10 sections have a six-digit identifier. The first two digits represent the State code, and the 

next four digits represent the SHRP ID. The first digit of the SHRP ID identifies the section as an 

SPS-10 experiment. This digit will always be a 0 (zero). The second digit is a designator to 

differentiate between multiple projects for a specific SPS experiment in the same HA. An A, B, 

C, and so on are assigned to the first, second, third, and so on project selected for a SPS-10 

experiment in the same HA. The remaining two digits identify the individual test section. The 

test section number is specific to the experiment design. Project-level data are specified using 00 

as the test section number. For SPS projects, the inventory data are expected to apply to the 

entire project length. Therefore, the data should be entered for the project level section ID of 00. 

See the following breakdown for an example, 040A01: 
16 

Where:

04 = the State code for Arizona. 

0 = the designation for an SPS-10 experiment. 

A = the first SPS-10 experiment assigned in Arizona. 

01 = the first section at this site. 

DESCRIPTION OF LTPP SPS-10 DATA SHEETS

The following provides a description of each data sheet used in the collection of SPS-10 data. 

Project ID (SPS-10 Data Sheet 1) 

A project and section ID data sheet need to be completed for each project. These data are to be 

filled out from project records on SPS-10 data sheet 1. 

Individual data items are as follows:

• Date of data collection or update (item 1): The month and year in which the “as-built” 

construction inventory data was collected. The number to identify the month is in 

numerical sequence of the months as they occur during the year (i.e., enter 03 for March, 

etc.). The year is identified using four digits. 

• Highway agency district number (item 2): The number identifying the HA district in 

which the pavement test section is located.

• County or parish (item 3): The code for the county or parish where the pavement section 

is located. County codes come from Federal Information Processing Standards 

Publication 6, Counties of the States of the United States (NIST 2008). 

• Functional class (item 4): The number identifying the functional classification of 

highway for which the pavement section is a sample (table 4). 

• Route number (item 5): The signed route number (leading zeros should not be used). For 

example, I–81 should be coded as “81,” and I–35W should be coded as “35.” The signed 

route number should be the same route number that is identified for the route in data 

items 4 and 5 (route signing and route qualifier). 

• Route signing (item 6): The type of route signing. These codes appear in table 26. 

• Route qualifier (item 7): The type of route signing. Codes for route signing are provided 

on SPS-10 data sheet 8. 

• Alternate route name (item 8): A familiar, nonnumerical designation for a route. This 

data item is optional and can be left null if it is unknown. 

• Number of through lanes (item 9): The number indicating the total number of through 

lanes in the direction of travel. 
17 

• Date open to traffic (item 10): The year and month the project was opened to traffic. 

• Construction costs per lane mile (in $1,000s) (item 11): The total average construction 

cost (in $1,000s) per lane mile for the test section.

• Milepoint (item 12): The milepoint at which the project is located.

• Elevation (item 13): The elevation of the project. 

• Additional location information (item 14): Text describing any additional location 

information, such as landmarks. This type of information will help field crews locate the 

project during monitoring activities. 

Project Stations (SPS-10 Data Sheet 2) 

A reference project station system must be established for each project. While a majority of the 

construction data sheets are completed in English units, this data sheet will be completed using 

metric units. This station referencing system starts with station 0 + 00 assigned to the starting 

point of the first test section encountered during the project. The station number of the beginning 

and end of all test sections on the project will be referenced to this point to provide a relative 

distance measure of the beginning, end, and distance between test sections on the site. This 

continuous system is used to avoid compounding measurement. This information will be used to 

process profile data collected from continuous measurements over the test sections and to 

identify the locations of the materials sampling and testing operations on the test sections for the 

entire site. Additionally, this information will indicate the ordering and distance between test 

sections.

Field measurements (made with a steel tape) should be used to locate the start and end point of 

each test section with an accuracy of ± 0.1 m (0.328 ft). Ideally, these measurements should be 

made prior to overlay construction, e.g., when the test section locations are initially marked on 

the pavement. These data can then be used as a check against the repositioning of the start and 

end of the test sections following overlay construction. Otherwise, these measurements should be 

performed on the as-marked sections following construction. 

These data are to be filled out from project records on SPS-10 data sheet 2. 

Individual data items are as follows:

• Test section ID (item 1): The four-digit test section ID number should be entered for each 

SPS-10 section. 

• Start station number (item 2): The station number of the starting point of the test section 

relative to the starting point of the first test section on the project to the nearest 0.1 m. 

• End station number (item 3): The station number of the ending point of the test section 

relative to the starting point of the first test section on the project to the nearest 0.1 m.
18 

• Subgrade structure type (item 4): Enter the code number shown under note 1 on SPS-10 

data sheet 2 to indicate if the test section is located entirely on fill, cut, or at grade or is 

located on both cut and fill. If the test section is located on both cut and fill, the 

approximate location of the cut-fill transition within the test section should be entered 

using a test section relative station number (0 + 00 to 1 + 52.4). 

• Direction of travel (item 5): Code for signed direction of traffic flow along the entire 

route, including the test section.

• Intersections between test sections on the project (item 6): If any intersections occur 

between any of the test sections on the project, indicate the number or name of the 

intersection route as well as the reference project station number (referring to the start of 

the first project test section), and check whether the intersection is an entrance or exit 

ramp and/or whether it has a stop sign, a traffic signal, or no sign/signal. 

General Information (SPS-10 Data Sheet 3) 

This data sheet provides geometric, drainage, and general information on the sections throughout 

the entire project length. These data are to be filled out from project records on SPS-10 data 

sheet 3. 

Individual data items are as follows:

• Lane width (item 1): The width of the lane to be monitored to the nearest foot. 

• Monitoring site lane number (item 2): A number that identifies which lane will be 

monitored. The lane numbering methodology is identified on SPS-10 data sheet 3. Lanes 

should be numbered, starting with the outside lane as lane one, and increase toward the 

centerline of the roadway. 

• Direction of travel (item 3): Code for signed direction of traffic flow along the entire 

route including the test section.

• Speed limit (item 4): The posted speed limit for the given section of the road. 

• Median type (item 5): The type of median. Codes for the type of median are provided on 

SPS-10 data sheet 9. 

• Median width (item 6): The existing median width. 

• Drainage data (items 7–10): Space is provided to enter data describing subsurface 

drainage features. If there is no drainage, enter “N” for those spaces pertaining to 

drainage.

• Subsurface drainage location (item 7): A code indicating whether the subsurface drainage 

is continuous along the section or is provided at intermittent locations. Codes are 

provided on SPS-10 data sheet 3. 
19 

• Subsurface drainage type (item 8): A code indicating the type of system used to provide 

subsurface drainage ranging from no subsurface drainage provided to a well system or a 

drainage blanket with longitudinal drains. Codes for each type of subsurface drainage are 

provided on SPS-10 data sheet 3. A code and space are provided for describing another 

type of subsurface drainage if different from those provided on SPS-10 data sheet 3. 

• Diameter of longitudinal drainpipes (item 9): The inside diameter to the nearest tenth of 

an inch (0.1 inch) of the longitudinal drainpipes used for subsurface drainage. If there is 

no longitudinal drainage, enter “N.” 

• Spacing of laterals (item 10): The average spacing in feet between lateral drains from the 

pavement subdrainage system. Enter “N” if there are no subdrainage laterals.

• Shoulder data (items 11–16): Space is provided to enter data describing both the outside 

and inside shoulder. If there are no shoulders, enter “N” for those spaces pertaining to 

shoulders. 

• Shoulder surface type (item 11): A code indicating the type of material used for the 

surface of the shoulder for the outside and inside shoulders. Codes are provided on 

SPS-10 data sheet 3. If the full width of the shoulder is only partially paved, enter the 

code for the material used in the paved portion of the shoulder. 

• Total width (item 12): The total paved and unpaved width of the outside shoulder. A 

separate space is provided for the total paved and unpaved width of the inside shoulder to 

the nearest foot. 

• Paved width (item 13): The paved widths of the outside and inside shoulders to the 

nearest foot. 

• Shoulder base type (item 14): Codes identifying the types of material used as the base of 

the pavement structure on the shoulders. (See table 9 for codes.) 

• Shoulder surface thickness (item 15): The average thicknesses of the inside and outside 

shoulder surfaces to the nearest tenth of an inch (0.1 inch).

• Shoulder base thickness (item 16): The average base thicknesses along the shoulders to 

the nearest tenth of an inch (0.1 inch).

Layer (SPS-10 Data Sheet 4) 

The data on this data sheet provide key information as to the structure of the pavement when it is 

open to traffic during the LTPP study. These data are to be filled out from project records on 

SPS-10 data sheet 4. As all subsequent data sheets refer back to this one, special care should be 

taken in establishing the layering. 

Individual data items are as follows:
20 

• Layer number (item 1): Space is provided for up to nine layers. If more than nine layers 

are needed, please use an additional SPS-10 data sheet 4. Layer numbering begins at the 

bottom of the structure and increases moving to the top of the structure. Therefore, the 

subgrade is always layer number one, and the last (and largest) number identifies the 

surface layer.

• Layer description (item 2): A layer description code identifying the function of the layer 

within the pavement structure is to be entered for each of the layers in the system. Codes 

are provided on SPS-10 data sheet 4. For AC layers, separate lifts of the same mixture are 

not to be identified as separate layers. 

Many HAs cover poor subgrade soils with 1–3 ft of select material. Such an embankment 

should be reported as a subbase with a layer description code 06. 

• Material type classification (item 31): A code identifying the type of material used in 

each layer of the pavement structure, including the subgrade, should be entered for 

material type classification. Codes for surfacing materials, base and subbase materials, 

subgrade soils, and thin seals and interlayers are identified in table 8, table 9, table 10, 

and table 11, respectively. 

• Layer thickness (item 4): Four numbers can be provided to indicate the mean, minimum, 

maximum, and standard deviation of thickness for each specific layer in inches (to the 

nearest tenth of an inch (0.1 inch)). If only a single specified design value for thickness is 

available from project records, enter it as the “mean value.”

Age and Major Improvements (SPS-10 Data Sheet 5) 

This data sheet provides information regarding dates of construction for the primary pavement 

structure and any major improvements or rehabilitation that have occurred since that 

construction. Data should be provided for any improvement events on the existing pavement 

structure up to the SPS-10 construction. These data are to be filled out from project records on 

SPS-10 data sheet 5 for which long-term monitoring (LTM) is planned. 

Individual data items are as follows:

• Date of latest construction/reconstruction (item 1): Month and year in which construction 

or reconstruction (if any, not including overlay or mill and overlay, have been performed) 

of the pavement to be monitored has been completed. The first two digits represent the 

numerical sequence of the month as it occurs during the year, and the remaining four 

digits are the year.

• Date subsequently opened to traffic (item 2): The month and year that the pavement was 

originally opened to traffic (not the date when the project was accepted). The first two 

digits represent the numerical sequence of the month as it occurs during the year, and the 

remaining four digits are the year. 
21 

• Latest construction/reconstruction cost per lane mile (item 3): The total average original 

construction or reconstruction cost in $1,000 per lane mile for the project that includes 

the test section, aside from nonpavement costs, such as bridges, culverts, lighting, and 

guard rails. This cost is to be reported as a cost indexed to the year reported in the data 

entry for “date of latest construction/reconstruction.” 

• Major improvements since the latest construction/reconstruction (items 4–8): Space is 

provided for identifying six major improvement activities by year in which they have 

been accomplished (not including bridges, culverts, lighting, etc.). Major improvements 

do include overlays and associated pretreatments (patching, milling, joint repair, etc.) and 

inlays (mill and fill).

• Year (item 4): The year in which the major improvement was constructed. 

• Work type code (item 5): A code to identify the type of activity performed. Codes are 

provided in table 20. 

• Work quantity (item 6): The quantity of work applied to the section in appropriate units. 

(Refer to table 20 for determining appropriate units.) 

• Thickness (item 7): For improvements that increase the thickness of the pavement 

structure (such as “surface treatment, single layer” or “surface treatment, double layer,” 

etc.), enter the thickness of the improvement to the nearest tenth of an inch (0.1 inch).

• Major improvement type other (item 8): Type of improvement performed if other than 

those specified.

• Additional roadway widening information (items 9–12): The following data items are 

applicable only if the roadway has been widened. 

• Year when roadway widened (item 9): The year when the roadway was widened. If the 

roadway has not been widened, enter “N.” 

• Original number of lanes (item 10): The original number of lanes in the survey direction 

prior to roadway widening. If the roadway has not been widened, enter “N.” 

• Final number of lanes (item 11): The final number of lanes after the roadway has been 

widened. If the roadway has not been widened, enter “N.” 

• Lane number of added lane (item 12): Lane number added when roadway has been 

widened. The numbering begins with the outside lane as lane 1, the next lane as lane 2, 

etc. If the roadway has not been widened, enter “N.” 
22 

Snow Removal/Deicing (SPS-10 Data Sheet 6) 

This data sheet provides information on the snow removal and deicing practices used by the HA 

at the test section location. These data are to be filled out from project records on SPS-10 data 

sheet 6. 

Individual data items are as follows:

• Frequency of snow removal at test site (item 1): Indicate the general number of times in a 

year that snow removal is required at the section location. 

• Frequency of application of deicing chemicals on the test site (item 2): Indicate the 

general number of times per year that deicing chemicals are applied to the test section. 

• Type of deicers used on this test site (item 3): A code indicating the type of chemicals 

used for deicing on the test section. Codes are provided on SPS-10 data sheet 6. 

• Discontinued deicers since the test site was open to traffic (item 4): A code indicating any 

chemicals that were once used at the location for deicing but are not longer used on a 

regular basis. Codes are provided on SPS-10 data sheet 6. Additionally, space is provided 

to indicate the year that the deicing chemicals were discontinued. 

Highway Performance Monitoring System (HPMS) Data Items (Project Level) (SPS-10 

Data Sheet 7) 

This data sheet provides project-level HPMS data item information on the entire project length. 

These data are to be filled out from project records on SPS-10 data sheet 7. 

Individual data items are as follows:

• HPMS sample number (item 1): 12-digit “section/grouped data” assigned to any section 

of highway in the HPMS. 

• HPMS section subdivision (item 2): Code used to identify a further subdivision of an 

original HPMS section. This code is generally included as a 13th digit of the HPMS 

sample number. 

• Urban code (item 3): The U.S. Census urban area code. Enter up to five digits. Leading 

zeros are not required. Default codes for urban code are provided on SPS-10 data sheet 7. 

• Facility type (item 4): The operational characteristic of the roadway. Codes for each type 

of facility are provided on SPS-10 data sheet 7. 

• Access control (item 5): The degree of access control for the given section of the road. 

Codes for each type of access control are provided on SPS-10 data sheet 7. 

• Ownership (item 6): The entity that has legal ownership of a roadway. If more than one 

code applies, code the lowest numerical value. These codes appear in table 27. 
23 

• High-occupancy vehicle (HOV) type (item 7): The type of HOV operations. Codes for 

each type of HOV are provided on SPS-10 data sheet 7. 

• HOV lanes (item 8): The maximum number of lanes in both directions designated for 

HOV operations. 

• Peak lanes (item 9): The number of lanes in the peak direction of flow during the peak 

period. 

• Counterpeak lanes (item 10): The number of lanes in the counterpeak direction of flow 

during the peak period. 

• Right-turn lanes (item 11): The presence of right-turn lanes at a typical intersection. 

These codes appear in table 28. 

• Left-turn lanes (item 12): The presence of left-turn lanes at a typical intersection. These 

codes appear in table 28. 

HPMS Data Items (Project Level) (Continued) (SPS-10 Data Sheet 8) 

The data on this data sheet is a continuation of the information from SPS-10 data sheet 7. 

Individual data items are as follows:

• Toll charged (item 1): Identify if the site is a toll facility regardless of whether a toll is 

charged. Codes for each type of toll charge are provided on SPS-10 data sheet 8.

• Toll type (item 2): Indicate if this site has the presence of special tolls (e.g., 

high-occupancy toll (HOT) or other managed lanes). Codes for each type of toll charge 

are provided on SPS-10 data sheet 8. 

• Widening obstacles (item 3): Obstacles that prevent widening of the existing roadway for 

additional through lanes. Code all conditions that apply in either direction on either side 

of the section and leave blank for unreported data. Enter any combination of the codes 

(e.g., if there are historic and dense development obstacles, code “EA” or “AE” for this 

data item). There is no requirement for the ordering of the codes; a code should not be 

used more than once in a sequence of codes (e.g., “AEA”). Code “X” cannot be used with 

other codes (e.g., “XE”) This item provides for the coding of obstacles that may prevent 

or limit the ability to widen the roadway surface within approximately 100 ft of the outer 

edge of the through lanes present in either direction of the section. Codes for widening 

obstacles are provided in table 29. 

• Widening potential (item 4): The number of through lanes that could be potentially 

added. Code the number of lanes (0–9) for which it is feasible to widen the existing road 

in both directions. Code a “9” if it is possible to add nine or more lanes. Code this item 

based on the feasibility of widening the existing road and the presence of obstacles as 
24 

identified in data item 13 (widening obstacles) and the proximity of the obstacle to the 

roadway. 

• Terrain type (item 5): The type of terrain. Codes for the type of terrain are provided on 

SPS-10 data sheet 8. 

• Curve classification (item 6): The curve classification data using the degree of curvature 

ranges provided on SPS-10 data sheet 8. 

• Grade classification (item 7): The grade classification using the percent grade ranges 

provided on SPS-10 data sheet 8. 

• Percent passing sight distance (item 8): The percent of the section length that is striped 

for passing. 

Plant-Mixed Asphalt (PMA) Aggregate Properties (SPS-10 Data Sheet 9) 

This data sheet provides information regarding asphalt aggregate properties. These data are to be 

filled out from project records on SPS-10 data sheets 9, 10, and 11. For existing PMA layers, HA 

records should be used to complete this data sheet. For PMA layers constructed specifically for 

the SPS-10 project, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this sheet is being 

provided (to be taken from SPS-10 data sheet 4).

• Type of aggregate (item 2): The type of aggregate used as identified by one of the codes 

appearing on SPS-10 data sheet 9. 

• Composition of coarse aggregate (items 3–5): When more than one coarse aggregate is 

used, the type code, as provided on SPS-10 data sheet 9, and the percentage by total 

weight of coarse aggregate should be indicated for each coarse aggregate. Space is 

provided for up to three different types of coarse aggregate. If only one type of coarse 

aggregate is used, enter its type and 100 percent in the top set of the data spaces, leaving 

the others blank. Space is provided for identifying another type of material if one was 

used other than those for which codes are provided. Coarse aggregate is considered to be 

that portion retained on the no. 8 (2.36-mm) sieve.

• Geologic classification of coarse aggregate (item 6): The geologic classification of the 

natural stone used as coarse aggregate in the concrete. These codes appear in table 12 and 

provide ID as to which of the three major classes of rock the coarse aggregate belongs to 

and the type of rock within those classes. If a blend was used, enter the code for the 

geologic classification for the material representing the majority of the coarse aggregate.

If a crushed slag, manufactured lightweight, or recycled concrete was used, enter “N.” 
25 

• Composition of fine aggregate (items 7–9): When more than one fine aggregate is used, 

the type code, as provided on SPS-10 data sheet 9, and percentage by total weight of fine 

aggregate should be indicated for each fine aggregate. Fine aggregate is defined as that 

passing the no. 8 (2.36-mm) sieve and retained on the no. 200 (75-μm) sieve. Space is 

provided for up to three different fine aggregate types. If only one type of fine aggregate 

is used, enter its type code and 100 percent in the top set of the data spaces, leaving the 

others blank. 

• Type of mineral filler (item 10): The type of mineral filler used as identified by one of the 

codes appearing on SPS-10 data sheet 9. 

• Aggregate durability test results (items 11–14): The type of tests used to evaluate the 

durability of the aggregate used in the mix and the results in thousandths (0.001) recorded 

in units specified for the test. Three of these sets are for coarse (items 11, 12, and 13) and 

one (item 14) for the combination of coarse and fine aggregates. The durability test type 

codes appear in table 16. 

PMA Aggregate Properties (Continued) (SPS-10 Data Sheet 10) 

This data sheet is a continuation of the data on SPS-10 data sheet 9. 

Individual data items are as follows.

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of aggregate (item 2): The type of aggregate used as identified by one of the codes 

appearing on SPS-10 data sheet 10. 

• Polish value of coarse aggregates (item 3): The accelerated polish value of the coarse 

aggregates used in the surface layer, as determined by American Association of State 

Highway and Transportation Officials (AASHTO) standard T279 and American Society 

for Testing and Materials (ASTM) standard D3319 (AASHTO 2018; ASTM 2011b). 

• Angularity coarse one face (item 4): The coarse aggregate angularity for aggregates with 

one or more faces.

• Angularity coarse two faces (item 5): The coarse aggregate angularity for aggregates with 

two or more faces.

• Angularity fine (item 6): The angularity for fine aggregate. 

• Soundness coarse (item 7): The coarse aggregate soundness. 

• Soundness fine (item 8): The fine aggregate soundness. 

• Coarse aggregate toughness (item 9): The toughness of coarse aggregate. 
26 

• Deleterious materials (item 10): The estimate of percentage of deleterious materials.

• Clay content (item 11): The clay content determined by the use of the sand equivalent.

• Thin elongated particles (item 12): The percentage by weight of aggregate that have a 

maximum to minimum dimension of greater than five. 

• Gradation of combined aggregates (item 13): The percent passing of coarse and fine 

aggregates on various standard sieve sizes to the nearest 1 percent. Values are not 

expected to be available for all 18 sieve sizes; the objective is to provide a sufficient 

number of sieve sizes to accommodate testing and specification practice for most HAs. 

PMA Aggregate Properties (Continued) (SPS-10 Data Sheet 11) 

This data sheet is a continuation of the data on SPS-10 data sheets 9 and 10. 

Individual data items are as follows.

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of aggregate (item 2): The type of aggregate used as identified by one of the codes 

appearing on SPS-10 data sheet 11. 

• Absorption of aggregate (items 3 and 4): The absorption of aggregates (to the nearest 

thousandth (0.001)) for coarse aggregate (item 3) and fine aggregate (item 4). The 

absorption of aggregates can be determined using AASHTO T85 and ASTM C127 

(coarse aggregate) or AASHTO T84 and ASTM C128 (fine aggregate) (AASHTO

2013b; AASHTO 2014a; ASTM 2015a). 

• Bulk specific gravities (items 5–8): The bulk specific gravities (to the nearest thousandth 

(0.001)) for coarse aggregate (item 5), fine aggregate (item 6), mineral filler (item 7), and 

the aggregate combination (item 8). The bulk specific gravities for the aggregate fractions 

are measured using the laboratory procedures indicated on the data sheet. The bulk 

specific gravity for the aggregate combination (usually called bulk specific gravity of 

aggregate) is shown in figure 3 and calculated as follows:

Figure 3. Equation. Calculation of bulk specific gravity for the total aggregate. 

Where: 

Gsb = bulk specific gravity for the total aggregate. 

P1, P2, P3 = percentages by weight of coarse aggregate, fine aggregate, and mineral filler. 

G1, G2, G3 = specific gravities of coarse aggregates, fine aggregates, and mineral filler. 

 
27 

• Effective specific gravity of aggregate combination (item 9): The calculated effective 

specific gravity to the nearest thousandth (0.001). This calculation requires the maximum 

specific gravity (no air voids) of the paving mixture, which is obtained by test method 

AASHTO T209 or ASTM D2041 (AASHTO 2020b; ASTM 2019c). The effective 

specific gravity of the aggregate is shown in figure 4 and calculated as follows:

Figure 4. Equation. Calculation of the effective specific gravity of aggregate. 

Where: 

Gse = effective specific gravity of aggregate. 

Pb = asphalt cement, percent by total weight of mixture. 

Gb = specific gravity of asphalt. 

Gmm = maximum specific gravity of paving mixtures (no air voids). 

• Theoretical maximum specific gravity of the RAS (item 10): The theoretical maximum 

specific gravity for the aggregate combination of the RAS. 

PMA Binder (SPS-10 Data Sheet 12) 

A new data sheet should be filled out for each type of binder that is used in the layer (virgin, 

RAP, RAS, and combined.) Additionally, a new data sheet should be completed for all 

asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of binder (item 2): The type of binder used as identified by one of the codes 

appearing on SPS-10 data sheet 12. 

• Asphalt grade (item 3): The performance grade (PG) of performance-graded binders. If a 

PG binder was not used, enter “N.” 

• Asphalt grade (item 4): The grade of asphalt cement used (table 19) prior to the addition 

of WMA technology. Space is provided on the data sheet for identifying another grade of 

asphalt cement not appearing in table 19. 

• Source (item 5): The refinery that produced the asphalt cement used in the warm-mix 

asphalt concrete (WMAC) layer being described. If PG grading was not used, leave this 

field null. A list of asphalt refiners and processors is provided in table 17. Space is 

provided to specify other sources that may not be included in table 17. 
28 

• Specific gravity of asphalt cement (item 6): The specific gravity of the asphalt cement (to 

the nearest thousandth (0.001)) when it is available. If unavailable, a typical specific 

gravity for asphalt cements produced at the source refinery may be entered. This specific

gravity is measured as specified by AASHTO T228 (ASTM D70) (AASHTO 2009b; 

ASTM 2018b). 

• Viscosity of asphalt at 140 °F (item 7): The result in poises from absolute viscosity 

testing using test method AASHTO T202 (ASTM D2171) on samples of the original 

asphalt cement prior to its use in construction of the pavement section and prior to the 

addition of WMA technology (AASHTO 2015e; ASTM 2018c). 

• Viscosity of asphalt at 275 °F (item 8): The results in centistokes (to the nearest 

hundredth (0.01)) from kinematic viscosity testing using test method AASHTO T201 

(ASTM D2170) on samples of the original asphalt cement and prior to the addition of 

WMA technology (AASHTO 2015d; ASTM 2018d). 

• Penetration at 77 °F (item 9): The penetration (in tenths of a millimeter (0.1 mm)) at 

77 °F (25 °C) with a 100-g load and a 5-s load duration using test method AASHTO T49 

(ASTM D5) on the original asphalt cement in the mixture and prior to the addition of 

WMA technology (AASHTO 2015c; ASTM 2020b). 

• Asphalt modifiers (items 10 and 11): Space is provided to list the type and quantity of up 

to two modifiers added to the asphalt cement for whatever purpose. A list of possible 

asphalt cement modifiers and codes for data entry are provided in table 18. The quantities 

of modifier should be provided in percent of asphalt cement weight. Some modifiers 

(such as lime) may be specified in terms of percent of aggregate weight, but they must be 

converted to percent of asphalt cement weight for uniformity. WMA technologies are not 

to be considered modifiers. 

• Ductility at 77 °F (item 12): The ductility in centimeters at 77 °F (25 °C) using test 

method AASHTO T51 (ASTM D113) and prior to the addition of WMA technology 

(AASHTO 2009a; ASTM 2017b). 

• Ductility at 39.2 °F (item 13): The ductility in centimeters at 39.2 °F (4 °C), using the 

procedures of test method AASHTO T51 (ASTM D113) and prior to the addition of 

WMA technology (AASHTO 2009a; ASTM 2017b). 

• Test rate for ductility measurement at 39.2 °F (item 14): The test speed in centimeters per 

minute for the ductility measurement taken at 39.2 °F (4 °C) and prior to the addition of 

WMA technology. 

• Penetration at 39.2 °F (item 15): The penetration (in tenths of a millimeter (0.1 mm)) at 

39.2 °F (4 °C), with a 200-g load and a 60-s load duration using test method AASHTO 

T49 (ASTM D5) on samples of the original asphalt cement prior to its use as a 

construction material and the addition of WMA technology (AASHTO 2015c; ASTM 

2020b). 
29 

• Ring and ball softening point (item 16): The softening point of the asphalt cement in 

Fahrenheit as measured with the ring and ball apparatus used in test method AASHTO 

T53 (ASTM D36) on samples of the original asphalt cement prior to its use as a 

construction material and prior to the addition of WMA technology (AASHTO 2011; 

ASTM 2014a). 

PMA Binder Aged (SPS-10 Data Sheet 13) 

This data sheet provides information regarding PMA binder aged properties for each layer. This 

data sheet can be filled out multiple times for a single layer when binder properties were 

captured at more than one aging condition. These data are to be filled out from project records on 

SPS-10 data sheet 13 for which LTM is planned. 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (from SPS-10 data sheet 4).

• Type of binder (item 2): The type of binder used as identified by one of the codes 

appearing on SPS-10 data sheet 13. 

• Test procedure used to measure aging effects (item 3): The test procedure used to “age” 

the asphalt cement in the laboratory and to measure the effects of the aging. Codes are 

provided on SPS-10 data sheet 13 along with space to identify a process used other than 

those for which codes are provided. 

• Specific gravity of asphalt cement (item 4): The specific gravity of the asphalt cement (to 

the nearest thousandth (0.001)) when it is available. If unavailable, a typical specific 

gravity for asphalt cements produced at the source refinery may be entered. This specific 

gravity is measured as specified by AASHTO T228 (ASTM D70) (AASHTO 2009b; 

ASTM 2018b). 

• Viscosity of asphalt at 140 °F (item 5): The result in poises from absolute viscosity 

testing using test method AASHTO T202 (ASTM D2171) on samples of the original 

asphalt cement prior to its use in construction of the pavement section and prior to the 

addition of WMA technology (AASHTO 2015e; ASTM 2018c). 

• Viscosity of asphalt at 275 °F (item 6): The results in centistokes (to the nearest 

hundredth (0.01)) from kinematic viscosity testing using test method AASHTO T201 

(ASTM D2170) on samples of the original asphalt cement and prior to the addition of 

WMA technology (AASHTO 2015d; ASTM 2018d). 
30 

• Ductility at 77 °F (item 7): The ductility in centimeters at 77 °F (25 °C) using test method

AASHTO T51 (ASTM D113) and prior to the addition of WMA technology (AASHTO 

2009a; ASTM 2017b). 

• Ductility at 39.2 °F (item 8): The ductility in centimeters at 39.2 °F (4 °C) using the 

procedures of test method AASHTO T51 (ASTM D113) and prior to the addition of 

WMA technology (AASHTO 2009a; ASTM 2017b). 

• Test rate for ductility measurement at 39.2 °F (item 9): The test speed in centimeters per 

minute for the ductility measurement taken at 39.2 °F (4 °C) and prior to the addition of 

WMA technology. 

• Penetration at 77 °F (item 10): The penetration (in tenths of a millimeter (0.1 mm)) at 

77 °F (25 °C) with a 100-g load and a 5-s load duration using test method AASHTO T49 

(ASTM D5) on the original asphalt cement in the mixture and prior to the addition of 

WMA technology (AASHTO 2015c; ASTM 2020b). 

• Penetration at 39.2 °F (item 11): The penetrating (in tenths of a millimeter (0.1 mm)) at 

39.2 °F (4 °C) with a 200-g load and a 60-s load duration using test method AASHTO 

T49 (ASTM D5) on samples of the original asphalt cement prior to its use as a 

construction material and prior to the addition of WMA technology (AASHTO 2015c; 

ASTM 2020b). 

• Ring and ball softening point (item 12): The softening point of the asphalt cement in 

Fahrenheit, as measured with the ring and ball apparatus used in test method AASHTO 

T53 (ASTM D36), on samples of the original asphalt cement prior to its use as a 

construction material and prior to the addition of WMA technology (AASHTO 2011; 

ASTM 2014a). 

• Weight loss (item 13): The weight loss resulting from the laboratory aging process to the 

nearest one-tenth of a percent (0.1 percent).

AC Dynamic Shear Rheometer (DSR), Bending Beam Rheometer (BBR), Direct Tension 

(SPS-10 Data Sheet 14) 

This data sheet provides information for DSR, BBR, and direct tension properties for each layer. 

This data sheet can be filled out multiple times for a single layer that has binder from different 

sources. These data are to be filled out from project records on SPS-10 data sheet 14 for which 

LTM is planned. 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:
31 

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of binder (item 2): The type of binder used as identified by one of the codes 

appearing on SPS-10 data sheet 14. 

• DSR complex modulus and phase angle (item 3): The dynamic shear complex modulus 

reported to the nearest hundredth kilopascal (0.01 kPa) for the tank processed asphalts 

and the phase angle reported to the nearest degree. 

• DSR complex modulus and phase angle (item 4): The dynamic shear complex modulus 

reported to the nearest hundredth kilopascal (0.01 kPa) for the rolling thinned film of 

rolling thin film oven- (RTFO) processed asphalts and the phase angle reported to the 

nearest degree.

• DSR complex modulus and phase angle (item 5): The dynamic shear complex modulus 

reported to the nearest hundredth kilopascal (0.01 kPa) for the pressure-aged vessel 

processed asphalts and the phase angle reported to the nearest degree.

• BBR stiffness modulus and slope (item 6): The stiffness modulus reported to the nearest 

megapascal and the slope reported to the nearest thousandth (0.001). 

• Direct tension tensile strength and tensile strain (item 7): The tensile stress reported to the 

nearest tenth of kilopascal (0.1 kPa) and the percent strain to the nearest hundredth 

percent (0.01 percent). 

RAP (SPS-10 Data Sheet 15) 

This data sheet provides information regarding RAP and RAS. A new sheet should be filled out 

for each PMA. If RAP (identified with the number “1”) is included in the mix, items 3, 4, 6, and 

7 should be completed. If the mix includes RAS (identified with the number “2”), items 5, 6, and 

7 should be completed. These data are to be filled out from project records on SPS-10 data 

sheet 15. 

Individual data items are as follows: 

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of aggregate (item 2): The type of aggregate used as identified by one of the codes 

appearing on SPS-10 data sheet 15. If RAP or RAS were not used, enter an “N” in 

this field.

• Procedure used to break up and/or remove the RAP (item 3): A code to indicate the 

procedure used for removal of the asphalt pavement to be recycled. Codes are provided 

on SPS-10 data sheet 15. Additionally, space is provided to describe a different type of 

procedure if none of those for which codes are provided was used. 
32 

• RAP processing (item 4): A code, as provided on SPS-10 data sheet 15, to indicate how 

the pavement material was processed after removal.

• Type of RAS (item 5): Type of RAS used in the mixture. 

• Percent of binder in the RAP/RAS by mass (percent) (item 6): The percent of binder in 

the RAP.

• RAP additive (item 7): A yes (“Y”) or no (“N”) answer to indicate whether an additive 

was added to the RAP stockpile to maintain workability. If an additive was added, enter 

the quantity in percentage by mass. Also, enter the type of additive that was used. 

PMA Laboratory Mix Design (SPS-10 Data Sheet 16) 

This data sheet provides information regarding laboratory mixture design. These data are to be 

filled out from project records on SPS-10 data sheets 16, 17, and 18 for which LTM is planned. 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Maximum specific gravity (item 2): The maximum specific gravity (to the nearest 

thousandth (0.001)), calculated using the equations in figure 4 and figure 5. 

Figure 5. Equation. Calculation of maximum specific gravity of paving mixture. 

Where:

Gmm = maximum specific gravity of paving mixture (no air voids). 

Ps = aggregate, percent by total weight of mixture. 

Gse = effective specific gravity of aggregate. 

Pb = asphalt, percent by total weight of mixture. 

Gb = specific gravity of asphalt. 

• Bulk specific gravity (item 3): The bulk specific gravity (to the nearest thousandth 

(0.001)) of the recycled mixture compacted in the laboratory at the optimum asphalt 

content selected and by appropriate procedures for Marshall or Hveem stability. Test 

method ASTM D1188 is to be used for establishing the bulk specific gravity (ASTM 

2007a). 
33 

• Optimum asphalt content (item 4): The optimum amount of asphalt cement as obtained 

from Marshall or Hveem stability testing that is added to the recycled mixture to the 

nearest one-tenth of a percent (0.1 percent).

• Percent air voids (item 5): The calculated air voids (to the nearest tenth of a percent (0.1

percent)) in the recycled mixture, compacted in the laboratory to the optimum asphalt 

content and by appropriate procedures for Marshall or Hveem stability. The equation 

shown in figure 6 may be used for calculating the percent air voids. 

Figure 6. Equation. Calculation of air voids in compacted mixture. 

Where: 

Pa = air voids in compacted mixture, percent of total volume. 

Gmm = maximum specific gravity of paving mixture (zero air voids) as determined by ASTM 

D2041 (ASTM 2019c). 

Gmb = bulk specific gravity of compacted mixture. 

• Marshall stability (item 6): The Marshall stability (test method AASHTO T245, (ASTM 

D1559)) of the mixture at optimum asphalt content in pounds (AASHTO 2015f; ASTM 

1989). 

• Number of blows (item 7): The number of blows of the compaction hammer that were 

applied to each end of the specimen to compact it for Marshall stability and flow testing. 

• Marshall flow (item 8): The Marshall flow (test method AASHTO T245 (ASTM D1559)) 

of the mixture at optimum asphalt content. This item is to be entered as the whole number 

of the measured hundredth of an inch (i.e., if 0.15 is measured, enter “15”) (AASHTO 

2015f; ASTM 1989). 

• Hveem stability (item 9): The Hveem stability or “stabilometer value” of the mixture at 

optimum asphalt content as measured with the Hveem apparatus using test method

AASHTO T246 (ASTM D1560) (AASHTO 2010b; ASTM 2015f). 

• Hveem cohesiometer value (item 10): The cohesiometer value of the mixture at optimum 

asphalt content, in grams per 25-mm (1-inch) width (or diameter) of specimen, obtained 

by test method AASHTO T246 (ASTM D1560) (AASHTO 2010b; ASTM 2015f). 

• Voids in mineral aggregate (item 11): Enter the design void space between the aggregate 

particles of a compacted AC mixture, which includes the air voids and the effective 

asphalt content, to the nearest tenth of a percent (0.1 percent). Percent of voids in mineral 

aggregate (VMA) is calculated as shown in figure 7: 
34 

Figure 7. Equation. Calculation of VMA. 

Where: 

VMA = voids in mineral aggregate (percent of bulk volume). 

Gsb = bulk specific gravity of aggregate. 

Gmb = bulk specific gravity of compacted mixture (ASTM D2726) (ASTM 2021b). 

Ps = aggregate, percent by total weight of mixture. 

• Effective asphalt content (item 12): The design effective asphalt content (total asphalt 

content of the paving mixture minus the portion of asphalt that is lost by absorption into 

the aggregate particles as a percentage of the total mixture to the nearest tenth of a 

percent (0.1 percent)). The asphalt absorption may be calculated as a percent of total 

weight of mixture and is calculated as shown in figure 8: 

Figure 8. Equation. Calculation for absorbed asphalt percent by weight of total mixture. 

Where:

Pab = absorbed asphalt, percent by weight of total mixture. 

Pba= absorbed asphalt, percent by weight of aggregate. 

Ps = aggregate, percent by total weight of mixture. 

Gse = effective specific gravity of aggregate.

Gsb = bulk specific gravity of aggregate. 

Gb = specific gravity of asphalt. 

• Superpave gyratory compaction Ndesign (item 13): Enter the number of revolutions of 

the Superpave gyratory compactor to achieve 4 percent air voids. 

• Gyration ratio (item 14): The gyration ratio measured. The recommended compactability 

criterion is the gyration ratio should be less than or equal to 1.25. The gyration ratio is 

calculated as shown in figure 9: 

Figure 9. Equation. Calculation of gyration ratio. 

Where: 

Ratio = gyration ratio. 

(N92)T-30 = gyrations to 92 percent relative density at 30 °C below the planned field 

compaction temperature. 

(N92)T = gyrations to 92 percent relative density at the planned field compaction temperature. 

 
35 

• Asphalt grade (item 15): Enter the code for the asphalt grade used in asphalt mixtures, if 

available. (See the asphalt code sheet in table 19.) 

• Hamburg wheel-tracking test conditioning (item 16): The condition of the Hamburg 

wheel-track testing. 

• Deformation at 20,000 passes (item 17): The deformation measurement at 20,000 passes 

during the Hamburg wheel-tracking test measured in inches.

• Test temperature (item 18): The temperature used during the Hamburg wheel-tracking 

test in Fahrenheit. 

• Tensile strength ratio (AASHTO T283) (item 19): Percentage of tensile strength ratio 

using AASHTO T283 (AASHTO 2014e). 

PMA Laboratory Mix Design (Continued) (SPS-10 Data Sheet 17) 

The data on this data sheet are a continuation of the information from SPS-10 data sheet 16. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Flow number (AASHTO TP-79) (item 2): The number of cycles corresponding to the 

minimum rate of change. 

• Flow number temperature (item 3): The flow number temperature in Fahrenheit. 

• Planned production temperature (item 4): The planned production temperature of the 

asphalt mixture in Fahrenheit. 

• Planned field compaction temperature (item 5): The planned field compaction 

temperature in Fahrenheit. 

• Design asphalt binder content of mix without RAS/RAP (item 6): The percentage of 

asphalt binder content without RAS or RAP. 

• Percent RAS in mixture (item 7): The percentage of RAS in the mixture.

• Percent shingle asphalt binder in RAS (item 8): The percentage of shingle asphalt binder 

in the RAS. 

• Percent RAP in mixture (item 9): The percentage of recycled asphalt cement in the 

mixture.

• Percent asphalt in RAP (item 10): The percentage of asphalt in the recycled asphalt 

cement mixture.
36 

• Percent of RAP/RAS binder in the mix by mass (binder replacement) (item 11): The 

amount of binder from RAP/RAS as a percentage of total binder in the mixture (from the 

mix design.) 

• Amount of new untreated aggregate added (item 12): The amount of new untreated 

aggregate added, to the nearest tenth of a percent (0.1 percent) of the combined weight of 

the aggregates in the recycled mixture.

• Recycling agent (RA) (item 13): Codes to identify the type and quantity of RA used. The 

codes for type of RA appear in table 23. The amount of RA should be provided by weight 

added to the reclaimed (aged) asphalt to the nearest tenth of a percent (0.1 percent) of the 

reclaimed asphalt cement weight. As an example, if the weight of the RA to be added to 

the aged asphalt cement was 41.5 percent of the weight of the aged asphalt in the 

reclaimed mixture, “41.5” would be entered on SPS-10 data sheet 17. 

• Amount of new asphalt cement added (item 14): The quantity of new asphalt cement to 

the nearest tenth of a percent (0.1 percent) of total recycled mixture weight (including 

reclaimed AC and untreated aggregate and asphalt cement/RA added).

PMA Laboratory Mix Design (Continued) (SPS-10 Data Sheet 18) 

The data on this data sheet are a continuation of the information from SPS-10 data sheets 16 and 

17. This data sheet only needs to be filled out for sections that use WMA. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of warm-mix technology (item 2): The type of warm-mix technology that was used. 

If a technology other than those provided is used, space is provided to specify the 

technology used and a brand name. If the mix is HMA, enter the code for “none.” 

• Form of WMA additive (item 3): The type of WMA technology, as identified on the 

SPS-10 data sheet 18, used in the mixture. If the mix is HMA, enter the code for “none.” 

• Dosage rate (item 4): The percent by total weight of the binder. If the binder is HMA, 

leave this field null.

• Method of introducing additive to the mix (item 5): The method used to introduce the 

WMA technology to the mix. If a method other than the options provided is used, space 

is provided to specify the method used. If the mix is HMA, enter the code for “none.” 

PMA Mixture Properties (SPS-10 Data Sheet 19) 

This data sheet provides information regarding mixture properties as placed. These data are to be 

filled out from project records on SPS-10 data sheets 19 and 20 for which LTM is planned. 
37 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of samples (item 2): Whether the test samples were sampled in the field and 

compacted in the laboratory or removed from the compacted pavement. The codes appear 

on SPS-10 data sheet 19. 

• Maximum specific gravity (item 3): The maximum specific gravity (no air voids) of a 

mixture sampled during or soon after construction according to AASHTO T209 or 

ASTM D2041(AASHTO 2020b; ASTM 2019c). Where possible, several samples should 

be tested and the average entered in the space given on SPS-10 data sheet 19. Use the 

resulting maximum specific gravity and the design asphalt content for the mixture to 

calculate the effective specific gravity of the aggregate using the equation in figure 4. 

Once the effective specific gravity of the aggregate is established, it may be used to 

calculate other maximum specific gravities for the mixture at other measured asphalt 

contents using the equation in figure 5. 

• Bulk specific gravity (item 4): The number of tests and the mean, minimum, maximum, 

and standard deviation of bulk specific gravities (to the nearest thousandth (0.001)) of 

compacted mixtures measured on cores removed from the pavement during or right after 

construction. While the test method specified in ASTM D1188 is preferable, the results 

from nuclear density tests (ASTM D2950), appropriately calibrated to measurements on 

cores, may also be used (ASTM 2007a; ASTM 2014b). 

• Asphalt content (item 5): The number of tests and the mean, minimum, maximum, and 

standard deviation of percentages by weight of the total asphalt cement (including that 

absorbed by the aggregate) in the asphalt mixture to the nearest one-tenth of a percent 

(0.1 percent). Asphalt contents measured by extraction tests (AASHTO T164 (ASTM 

D2172)) on field samples are preferred, but results from nuclear test methods may also be 

used (AASHTO 2014b; ASTM 2017d). If no such test results are available, enter the 

specified asphalt content as the mean and leave the other spaces blank.

• Percent air voids (item 6): The number of tests and the mean, minimum, maximum, and 

standard deviation of calculated air voids (to the nearest tenth of a percent (0.1 percent)) 

as a percent of the material volume. These data are frequently not available but can be 

calculated using other available data from reports on mix design and density 

measurements on samples from the pavement. Percent air voids is calculated as shown in 

the equation in figure 6. 

• Voids in mineral aggregate (item 7): The number of tests and the mean, minimum, 

maximum, and standard deviation of mean void space between the aggregate particles of 
38 

a compacted mixture, which includes air voids and the effective asphalt content, to the 

nearest one-tenth of a percent (0.1 percent). Percent of VMA is calculated as shown in 

the equation in figure 7. 

• Effective asphalt content (item 8): The number of tests and the mean, minimum, 

maximum, and standard deviation of effective asphalt content (total asphalt content of the 

paving mixture minus the portion of asphalt that is lost by absorption into the aggregate 

particles), expressed by weight of total mixture to the nearest tenth of a percent 

(0.1 percent). The asphalt absorption may be calculated as a percent of total weight of 

mixture as shown in the equation in figure 8. 

• Type of asphalt production plant (item 9): The type of production plant that produced the 

WMAC mixture. Codes for different types of production plants are provided on SPS-10 

data sheet 19. Space is also given to identify a type of production plant that the codes 

provided do not include. 

• Type of antistripping agent (item 10): The type of antistripping agent used in the mixture. 

The codes are provided in table 24. 

• Antistripping agent liquid or solid code (item 11): A code to indicate whether the 

antistripping agent used is a liquid or solid. Codes are provided on SPS-10 data sheet 19. 

• Amount of antistripping agent (item 12): The amount of antistripping agent used in the 

mixture by weight to the nearest tenth of a percent (0.1 percent) of weight of asphalt if 

the agent is liquid and weight of aggregate if it is solid. 

PMA Mixture Properties (Continued) (SPS-10 Data Sheet 20) 

The data on this data sheet are a continuation of the data from SPS-10 data sheet 19. 

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of samples (item 2): Whether the test samples were sampled in the field and 

compacted in the laboratory or removed from the compacted pavement. The codes appear 

on SPS-10 data sheet 20. 

• Type of asphalt production plant (item 3): The type of production plant that produced the 

AC mixture. Codes are provided on SPS-10 data sheet 20. 

• Type of antistripping agent (item 4): The type of antistripping agent used in the mixture. 

The codes are provided in table 24. 

• Antistripping agent liquid or solid code (item 5): A code to indicate whether the 

antistripping agent used is a liquid or solid. Codes are provided on SPS-10 data sheet 20. 
39 

• Amount of antistripping agent (item 6): The amount of antistripping agent used in the 

mixture by weight to the nearest tenth of a percent (0.1 percent) of weight of asphalt if 

the agent is liquid and weight of aggregate if it is solid. 

• Moisture susceptibility test type (item 7): The type of test used to evaluate the moisture 

susceptibility of the asphalt mixture. Codes are provided on SPS-10 data sheet 20. 

• Moisture susceptibility test results (item 8): Space is provided to record the Hveem 

stability number or percent stripped and the tensile strength ratio or index of retained 

strength, depending on the test procedure used. 

Superpave Mixture Properties (SPS-10 Data Sheet 21) 

This data sheet provides information regarding Superpave properties of the mixture as placed. 

These data are to be filled out from project records on SPS-10 data sheet 21 for which LTM is 

planned. 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Type of samples (item 2): Indicate whether the test samples were sampled in the field and 

compacted in the laboratory or removed from the compacted pavement. The codes appear 

on SPS-10 data sheet 21. 

• Frequency sweep (item 3): The mean complex modulus and phase (SHRP Designation 

M-002) in pounds per square inch and to the nearest tenth of a degree (0.1 degree) for 

phase angle for each of the three temperatures (39.2 °F, 68 °F, 104 °F (4 °C, 20 °C, and 

40 °C, respectively)) (Harrigan, Leahy, and Youtcheff 1994). (Use test method ASTM 

D7312 (ASTM 2010a).) 

• Uniaxial strain (item 4): The axial stress and percent strain (SHRP Designation M-003) 

for each of the three temperatures (39 °F, 68 °F, and 104 °F (4 °C, 20 °C, and 40 °C, 

respectively)) in kilopascal and to the nearest hundredth of a percent strain (0.01percent) 

(Harrigan, Leahy, and Youtcheff 1994). 

• Volumetric strain (item 5): The confining pressure and percent strain (SHRP Designation 

M-003) for each of the three temperatures (39 °F, 68 °F, and 104 °F (4 °C, 20 °C, and 

40 °C, respectively)) in kilopascal and to the nearest hundredth of a percent strain (0.01 

percent).
40 

• Simple shear (item 6): The axial stress, shear stress, and percent strain (SHRP 

Designation M-003) for each of three temperatures (preferred 39 °F, 68 °F, and 104 °F

(4 °C, 20 °C, and 40 °C, respectively) in pounds per square inch and to the nearest 

hundredth of a percent strain (0.01percent)) (Harrigan, Leahy, and Youtcheff 1994). 

PMA Construction (SPS-10 Data Sheet 22) 

This data sheet provides information regarding construction, roller, and compaction data. These 

data are to be filled out from project records on SPS-10 data sheets 22 and 23. 

For existing PMA layers, HA records should be used to complete this data sheet. For new 

SPS-10 construction layers, this data sheet should be filled out during construction activities. 

Additionally, this data sheet should be completed for all asphalt-treated base layers.

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Date operations began (item 2): The date paving operations began. 

• Date paving completed (item 3): The date paving was completed.

• Mixing production plant type (item 4): The type of mixing production plant used. Codes 

are provided on SPS-10 data sheet 22. 

• Mixing production plant name (item 5): Name of the mixing production plant. 

• Type of materials transfer equipment used (item 6): A code to indicate the type of 

materials transfer equipment used. Codes are provided on SPS-10 data sheet 22. Space is 

also provided to describe some other type of equipment used if none of those for which 

codes are provided are used. Additionally, there is a space provided to list the brand name 

of the equipment used. 

• Tack coat (y/n) (item 7): A yes (“Y”) or no (“N”) field indicating whether a tack coat 

was applied. 

• Tack coat type (item 8): The type of tack coat that was applied. The codes appear in table

19. Space is provided on the SPS-10 data sheet 22 for identifying another type of tack 

coat if the types identified in table 19 are not applicable.

• Tack coat dilution (item 9): The dilution of the tack coat in percent asphalt as part of 

the total

• Application rate (item 10): The number to record the gallons per square yard of the 

application rate.
41 

• Haul distance and time (item 11): The distance from the production plant to the site in 

miles and the time from the production plant to site in minutes.

• Single-pass laydown width (item 12): Width of pavement (in feet) that the paver lays 

down in a single pass. 

• Transverse joint location (item 13): Location in meters from the start of the section to a 

transverse paving joint. 

• Longitudinal surface joint (item 14): Code indicating whether the longitudinal surface 

joint is between lanes (1) or within the LTPP test lane (2). 

• Longitudinal joint offset (item 15): Location (in feet) of the longitudinal joint from the 

outside shoulder. 

• Significant events (item 16): Note any significant events that may have impacted the 

paving operations, such as disruptions, weather events, equipment issues, etc. 

PMA Construction (Continued) (SPS-10 Data Sheet 23) 

The data on this data sheet are a continuation of the data from SPS-10 data sheet 22. 

Individual data items are as follows.

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Mixing temperature (item 2): The temperature of the mixture during mixing at the 

production plant (i.e., the mix as discharged) in Fahrenheit. 

• Production plant exhaust temperature (item 3): The production plant exhaust temperature 

in Fahrenheit. 

• Mean delivery temperature (item 4): The average temperature of mixture during delivery 

to the project site in Fahrenheit. 

• Laydown temperatures (item 5): The number of tests taken and the mean, minimum, 

maximum, and standard deviation of the temperatures measured. The temperature should 

be measured just behind the screed. Three to five measurements should be made. 

• Roller data (items 6–22): Codes appear on SPS-10 data sheet 23 for steel-wheeled 

tandem, pneumatic tired, single-drum vibratory, and double-drum vibratory rollers. For 

each type of roller, space is provided to describe significant characteristics for up to four 

different rollers. Steel-wheeled tandem rollers are described by their gross weights to the 

nearest tenth of a ton (0.1 ton). Pneumatic tired rollers are described by their gross weight 

and tire pressure in pounds per square inch. Vibratory rollers are described by their gross 

weight in tons to the nearest tenth (0.1 ton), frequency in vibrations per minute, 
42 

amplitude in inches to the nearest thousandth (0.001 inch), and roller speed in miles per 

hour to the nearest tenth (0.1 mph). 

• Compaction data (items 23–31): Space is provided to enter the compaction data up to 

four lifts.

• Description of the roller (items 23–28): Descriptive data to identify the type of roller used 

(code from SPS-10 data sheet 23) and number of coverages for breakdown, intermediate, 

and final compactions for up to four lifts. A “coverage” in this case is defined as one trip 

of the roller across the pavement. 

• Air temperature (item 29): The ambient temperature measured in Fahrenheit while 

compaction is accomplished. 

• Compacted thickness (item 30): The thickness of the compacted mat measured in inches 

to the nearest tenth of an inch (0.1 inch). If coring is not performed, the planned thickness 

should be recorded. 

• Curing period (item 31): Enter the number of days before a new lift is placed or the layer 

is opened to traffic. 

Unbound (SPS-10 Data Sheet 24) 

This data sheet provides information regarding the unbound or stabilized base or subbase 

material and should be filled out for each unbound base layer. These data are to be filled out 

from project records on SPS-10 data sheets 24 and 25 for which LTM is planned. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• AASHTO soil classification (item 2): The AASHTO soil classification for the base or 

subbase material (prior to any stabilization). The code numbers appear in table 13 for the 

various AASHTO classifications (AASHTO 1991). 

• Atterberg limits (item 3): The plasticity index (PI), liquid limit (LL), and plastic limit 

(PL) determined by AASHTO T90 and AASHTO T89 or ASTM D4318 (AASHTO 

2013c; AASHTO 2020c; ASTM 2017f). 

• Maximum lab dry density (item 4): The maximum laboratory dry density in pounds per 

cubic foot for the base or subbase material in the layer of interest.

• Optimum lab moisture content (item 5): The optimum moisture content obtained in the 

laboratory to the nearest one-tenth of a percent (0.1 percent) for the base or subbase layer.

• Test used to measure maximum dry density (item 6): The test method used to establish 

the maximum dry density and optimum moisture content. Codes are provided on SPS-10 
43 

data sheet 20 for the most commonly used test methods. Space is also provided for 

identifying another test method used if different from the test methods listed. 

• Compactive energy for “other” method (item 7): The compactive energy in feet-pounds 

per cubic inch applied if a test method was used that was not included in the list of codes 

in item 6. If the test method used already was included in the list of codes in item 6, this 

space is to be left blank.

• In situ dry density (item 8): The number of samples tested as well as the mean, minimum, 

maximum, and standard deviation of field measurements of the in situ dry density in 

pounds per cubic foot for the base or subbase layer. 

• In situ moisture content (item 9): The number of samples tested and the mean, minimum, 

maximum, and standard deviation of field measurements of the base or subbase in situ

moisture content in percent of dry weight of the material. These moisture content data are

to be based on the same tests as the dry density data in item 8. 

• Compressive strength (item 10): The number of tests performed as well as the mean, 

minimum, maximum, and standard deviation of the compressive strength in pounds per 

square inch of the stabilized or unstabilized material.

• Type of compression test (item 11): The type of test used to evaluate the compressive 

strength of the material. Codes are provided on SPS-10 data sheet 24 along with space to 

identify the test type if the appropriate type is not listed. 

• Confining pressure (item 12): The confining pressure applied during the compressive 

strength testing. If the test was unconfined, enter “0.0.” 

• Calcium carbonate content (item 13): The percent by weight of the base or subbase 

material that is composed of calcium carbonate, as determined by ASTM D4373 (ASTM

2014c). 

Unbound (Continued) (SPS-10 Data Sheet 25) 

The data on this data sheet is a continuation of the information from SPS-10 data sheet 24. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• California Bearing Ratio (CBR) (item 2): The mean CBR value of the material as 

determined by test method AASHTO T193 or ASTM D1883 (AASHTO 2013d; ASTM 

2016a). 

• Resistance (R-value) (item 3): The mean R-value as determined by test method AASHTO 

T190 (ASTM D2844) (AASHTO 2014c; ASTM 2018e). 
44 

• Modulus of subgrade reaction (K-value) (item 4): The mean K-value in pounds per cubic 

inch of deflection measured at the top of the base or subbase after it is compacted 

in place.

• Type of test (item 5): The type of test used. Either the repeated load test (AASHTO T221 

or ASTM D1195) or the static load test (AASHTO T222 or ASTM D1196) may be used, 

and these test codes are provided on SPS-10 data sheet 25 (AASHTO 1981a; AASHTO 

1990; ASTM 2009; ASTM 2012). 

• Type and percent stabilizing agent (for stabilized layers only) (items 6 and 7): The types 

of stabilizing agents and the average percent of each by dry weight of soil mixed into the 

base or subbase material in the layer of interest. Codes are provided on SPS-10 data sheet

25 for stabilizing agents commonly in use, and space is provided to identify an agent not 

listed. An average of measured percentages is used whenever available. If percentages 

have not been measured, the specified percentage should be entered. If neither measured 

nor specified data are available but the layer is known to have been stabilized, a 

percentage should be estimated based on practice at the time the stabilized base or 

subbase layer was constructed. If only one stabilizing agent is used, leave the spaces for 

“stabilizing agent 2” blank. If the base or subbase material is not stabilized, enter “N.”

• Gradation of base or subbase material (coarse and fine aggregates) (item 8): The 

percentage of material passing various standard sieve sizes to the nearest percent. The

values are not expected to be available for all 17 sieve sizes; the objective is to provide 

space for a sufficient number of sieve sizes to accommodate testing practices for 

most HAs. 

Subgrade (SPS-10 Data Sheet 26) 

The properties of the predominant subgrade type encountered on the project should be entered on 

this data sheet. In cases where a known variation in the subgrade occurs along the project, 

SPS-10 data sheets 26 and 27 should be completed for each test section. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• AASHTO soil classification (item 2): The AASHTO soil classification for the subgrade 

material. These codes are provided in table 13 (AASHTO 1991). 

• California Bearing Ratio (CBR) (item 3): The CBR for the subgrade soil (test method 

AASHTO T193 or ASTM D1883) (AASHTO 2013d; ASTM 2016a). 

• Resistance (R-value) (item 4): The mean resistance R-value as determined by test method 

AASHTO T190 (ASTM D2844) (AASHTO 2014c; ASTM 2018e). 
45 

• Modulus of subgrade reaction (K-value) (items 5 and 6): The mean modulus of subgrade 

reaction in pounds per square inch per inch of deflection for the in situ subgrade, and the 

type of test used. Either the repeated load test (AASHTO T221 (ASTM D1195)) or the 

static load test (AASHTO T222 or ASTM D1196) may be used as coded on SPS-10 data 

sheet 26 (AASHTO 1981a; AASHTO 1990; ASTM 2009; ASTM 2012). 

• Plasticity index (item 7): The average of plasticity indices measured for samples from the 

first 5 ft (1.5 m) of the subgrade (test methods AASHTO T90 or ASTM D4318) 

(AASHTO 2020c; ASTM 2017f). 

• Liquid limit (item 8): The average of the LLs measured for samples from the first 5 ft

(1.5 m) of subgrade (test methods AASHTO T89 or ASTM D4318) (AASHTO 2013c; 

ASTM 2017f). 

• Maximum laboratory dry density (item 9): The maximum laboratory dry density in 

pounds per cubic foot for the subgrade material.

• Optimum laboratory moisture content (item 10): The optimum moisture content obtained 

in the laboratory to the nearest tenth of a percent for the subgrade (0.1 percent).

• Test used to measure maximum dry density (item 11): A code, provided on SPS-10 data 

sheet 22, to indicate whether standard AASHTO, modified AASHTO, or some other test 

method is used to establish the maximum dry density and optimum moisture content. 

• Compactive energy for “other” method (item 12): The compactive energy in feet-pounds 

per cubic inch applied if some test method is used other than the standard AASHTO or 

modified AASHTO. If standard or modified AASHTO is used, leave this space blank. 

• In situ dry density (percent of optimum) (item 13): The number of tests conducted as well 

as the mean, minimum, maximum, and standard deviation of field measurements of 

in-place dry density for the subgrade as a percentage of the maximum lab dry density. In 

situ dry density may be measured successfully by several procedures, including the 

“rubber-balloon method” (AASHTO T205 (ASTM D2167)), the “sand cone method” 

(AASHTO T191 (ASTM D1556)), or “nuclear methods” (AASHTO T238) (AASHTO 

1986b; AASHTO 1997; AASHTO 2014d; ASTM 2015c; ASTM 2015d). 

• In situ moisture content (percent of optimum) (item 14): The number of tests conducted 

and the mean, minimum, maximum, and standard deviation of field measurements of 

in-place subgrade moisture content as a percent of the optimum moisture content 

obtained in the laboratory. This moisture content data is to be based on the same tests as 

for the dry density data. Values should be recorded to the nearest tenth of a percent (0.1 

percent).

• In situ dry density (pounds per cubic foot) (item 15): The number of tests conducted as 

well as the mean, minimum, maximum, and standard deviation of field measurements of 

in-place dry density in pounds per cubic foot for the subgrade. This data item need not be 
46 

entered if both the maximum laboratory dry density and the in situ dry density as a 

percent of maximum have been reported.

• In situ moisture content (item 16): The number of tests conducted as well as the mean, 

minimum, maximum, and standard deviation of field measurements of in-place subgrade

moisture in percent of dry weight of the material. This moisture content data is to be 

based on the same tests as for the dry density data and need not be entered if the optimum 

laboratory moisture content and the in situ moisture content as a percent of optimum have 

been reported. Values should be recorded to the nearest tenth of a percent (0.1 percent).

Subgrade (Continued) (SPS-10 Data Sheet 27) 

The data on this data sheet is a continuation of the data from SPS-10 data sheet 26. 

Individual data items are as follows:

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Relative density of cohesionless free-draining soil (items 2 and 3): For cohesionless 

free-draining soils only. If the subgrade soil has more than 12 percent by weight passing 

the no. 200 (75-μm) sieve or is otherwise known to not be free-draining, enter “N” in 

these spaces. Otherwise, the following values are requested: 

o Minimum and maximum densities in pounds per cubic foot (to the nearest tenth 

(0.1 lb/ft3

)) as determined by test method ASTM D2049 (measured density) (ASTM 

1969). 

o Mean relative density in percent (to the nearest tenth (0.1 percent)) and number of 

tests conducted. 

o Minimum and maximum mean relative densities in percent (to the nearest tenth (0.1

percent)). 

o Standard deviation of relative density in percent (to the nearest tenth (0.1 percent)). 

o Calculated relative densities and standard deviation of relative density: Related to the 

in situ dry densities in pounds per cubic foot recorded on SPS-10 data sheet 21 and 

are calculated using those field densities and the minimum and maximum densities 

from test method ASTM D2049 (ASTM 1969). 

• Soil suction (item 4): A value for soil suction (negative pore water pressure) to the 

nearest tenth of a ton per square foot (0.1 tsf) determined by AASHTO T273 (AASHTO 

1986c). 

• Expansion index (item 5): The expansion index as determined by test method ASTM

D4829 (ASTM 2021). The expansion index has been included as a data item as it appears 

to offer high potential for explaining the effects of expansive soils on pavement 

performance in future predictive models. 
47 

• Swell pressure (items 6 and 7): A value to the nearest pounds per square inch for swell 

pressure and a code to identify the test used. Codes are provided on SPS-10 data sheet 27. 

• Percent by weight finer than 0.02 mm (item 8): The percent by weight (to the nearest 

tenth (0.1 percent)) of the subgrade sample having soil grains finer in size than 0.02 mm. 

This value is generally obtained by hydrometer analysis (test method ASTM D422) 

(ASTM 1963). This data item is only required in “freeze zones” where frost is expected 

to penetrate into the subgrade. 

• Average rate of heave during standard laboratory freezing test (item 9): The average rate 

of heave in millimeters per day to the nearest tenth (0.1 mm/d) of the subgrade soil as 

measured by a standard laboratory freeze test. This data item is only required in freeze 

zones where frost is expected to penetrate into the subgrade. 

• Frost susceptibility classification code (item 10): The frost susceptibility classification of 

the subgrade soil. The codes appear on SPS-10 data sheet 27. A value for the average rate 

of heave is required for the classification, although percent by weight finer than 0.02 mm 

is indicative of and significant to the heave rate. This data item is only required in freeze 

zones where frost is expected to penetrate the subgrade. 

QC Measurements (SPS-10 Data Sheet 28) 

The purpose of this data sheet is to record the results of nuclear density tests or surface profile 

measurements if the participating HA uses either for construction control or acceptance. For 

nuclear density tests, the test section should be treated as the sampling union if a random 

sampling technique is used. Reported profilograph readings should be based on measurements on 

the test section and prorated to units of inches per mile. Measurements over 500 ft (0.1 mi) 

centered around the test section may also be used.

Individual data items are as follows:

• Nuclear density measurements (item 1): Space is provided to enter the results of nuclear 

density tests on the binder course and surface course layers. Enter information only for 

the layers on the test sections that were tested. For each layer tested, enter the 

measurement method (backscatter, direct transmission, and air gap), the number of 

measurements, the average, maximum, minimum, and standard deviation of the density 

measurements (pounds per cubic foot), and the corresponding layer number from SPS-10 

data sheet 4. 

• Manufacturer of nuclear density gauge (item 2): Indicate the name of the manufacturer of 

the nuclear density gauge used for the reported measurements. 

• Nuclear density gauge model number (item 3): Enter the manufacturer’s model 

designation of the gauge used.

• Nuclear density gauge identification number (item 4): Enter the ID number of the nuclear 

density gauge used. 
48 

• Nuclear gauge count rate for standardization (item 5): Enter the gauge count rate used for 

standardization. 

• Profilograph measurements (item 6): Report the results of any profilograph 

measurements performed on the overlay finished surface layer. For each measurement 

performed, report the type of profilograph (Rainhard or California), profile index, 

interpretation method (manual, mechanical, or computer), height of blanking band, and

the cutoff height. The mechanical interpretation method refers to readings from 

mechanical counters located on some devices. Enter mechanical computer reading only if 

the profilograms are not interpreted either by manual or computer methods. 

• Surface profile used as basis of incentive payment (item 7): A yes (“Y”) or no (“N”) field 

to indicate if the surface profile was or was not used as a contractual basis for incentive 

payments to the construction contractor. 

Field Thickness (SPS-10 Data Sheet 29) 

This data sheet is used to record the results of the layer thickness measurements within the test 

section from before and after elevation measurements. Results of these measurements should be 

provided for five offset points at every station along the project that was measured. The station 

number should be entered as the test section relative station number. Offset distance should be 

entered in inches and measured from the outside shoulder lane edge joint or edge stripe. Space is 

provided to enter elevation for two types of layers within the test section. If individual layer 

thicknesses are not measured, enter the layer thicknesses in the column corresponding to the 

layer for which after the placement surface elevation was measured. For example, if the surface 

elevation was only measured for the surface course, then the layer thickness should be entered on 

SPS-10 data sheet 29 under the surface course column. Enter the layer number of any layer for 

which layer thickness is shown. Use more than one data sheet as required. 

Notes and Comments (SPS-10 Data Sheet 30) 

This data sheet is provided for reporting miscellaneous notes and comments, further descriptions 

of entries on other data sheets, or construction-related data that are not covered on other data 

sheets. Comments on this data sheet should address features or occurrences that may influence 

the performance of the test section, such as comments from the site AC inspector concerning 

marginal or questionable batches that were either rejected or used on the test sections.

Also, this data sheet may be used to provide additional comments on items included in other data 

sheets. In these cases, the items and data sheet number pertaining to these comments should be 

indicated on this data sheet.

In addition, this data sheet can be used to report other types of QC measurements performed on 

the test section not covered in the other construction data sheets. For example, if profile or ride 

quality acceptance procedures are not based on profilograph measurements, this information 

could be provided on this data sheet. In this case, specify the type, manufacture, model number 

of measurement equipment used, and a reference to the standard test procedure employed (such 

as ASTM, AASHTO, or an HA’s test method.) 
49 

Milled Sections (SPS-10 Data Sheet 31) 

The information on this data sheet applies to the test sections that are milled for the entire lane 

width prior to overlay placement. 

Individual data items are as follows:

• Manufacturer of milling machine (item 1): Indicate the manufacturer of the milling 

machine.

• Milling machine model designation (item 2): Indicate the model number and designation 

of the milling machine.

• Width of cutting head (item 3): Enter the width of the cutting head employed on the 

milling machine to the nearest 0.1 inch. 

• Milled depth (item 4): Enter the measured average final milled depth to the neared 0.1 

inch. The milled depth should be measured at the outside (adjacent to the shoulder) and 

the inside edge (along the center line or adjacent lane) of the milled area every 25 ft. 

Measurements should be made from the surface of the pavement adjacent to the milled 

surface. For surfaces with significant macrotexture, the measurement should be made to 

the nominal bottom milled surface (bottom of valleys between peaks in the 

macrotexture). Enter the number of measurements as well as the maximum, minimum, 

and standard deviation of the measurements in the space provided. 

• Macrotexture (item 5): Indicate the general roughness of the surface as defined by the 

macrotexture. Fine macrotexture designates a surface with an average or typical peak 

height (the distance between values and peaks).

• Estimate of extent of test section delaminated (item 6): This data item refers to 

delaminations in the milled surface due to chipping of chunks from the surface sized

2 inches2

 or greater. This occurrence may happen when material separates from an 

interface between pavement layers and becomes dislodged. Estimate the extent of 

delamination due to milling as a percentage of the delaminated surface area in the study 

lane. If the extent of delaminations is large (> 30 percent) or is localized, provide a sketch 

of the milled surface using SPS-10 data sheet 30. 

• Height of ridge between parallel passes (item 7): If the width of the cutting head is less 

than the full lane width, indicate the height of any longitudinal ridge remaining between 

parallel passes of the milling machine in the study lane to the nearest 0.1 inch. If a 

distinguishable ridge does not exist, enter zero. 

• Other comments (item 8): If there are other comments, please indicate the comment in 

the field provided. 

• Were patches placed after milling (item 9): Enter a yes (“Y”) or no (“N”) to indicate 

whether patches were placed after the milling was completed.
50 

• Length of time milled surface was opened to traffic (item 10): If the milled pavement 

surface was opened to traffic prior to placement of the replacement material layer, enter 

the length of time, in hours, it was opened to general traffic. If the milled surface was not 

opened to traffic, enter a zero. 

• Was adjacent travel lane milled to same depth as test lane (item 11): This field indicates 

if the adjacent travel lane was eventually milled to the same depth as the test section lane. 

If the lane next to the test section was not milled or not milled to the same depth as the 

travel lane, then indicate no and record the total width of pavement that was milled to the 

same depth as the travel lane to the nearest 0.1 ft. 

• General comments (item 12): Provide any general comments pertaining to the milling 

operation that may be useful in interpreting the subsequent performance of the overlay, 

such as unusual events, equipment problems, and climatic events.

Improvement Listing (SPS-10 Data Sheet 32) 

This data sheet is to be completed each time construction activities are performed on a test 

section. 

Individual data items are as follows:

• Date completed (item 1): The month, day, and year that the pavement improvements 

were finished and subsequently opened to traffic (not the date when the project was 

accepted).

• Work type code (item 2): A code to identify the type of maintenance work accomplished 

(table 20). 

• Work quantity (item 3): The quantity of work applied to the section in appropriate units 

(table 20). 

• Thickness (item 4): For improvements that alter the thickness of the pavement structure 

(such as overlays, etc.), enter the thickness of the rehabilitation activity to the nearest 

tenth of an inch. For items that do not alter the thickness of the pavement structure, enter 

“N” to indicate the data item is not applicable. 

• Cost (item 5): The cost of the improvement is reported in $1,000 per lane mile. The cost 

includes only pavement structure cost. Nonpavement costs, such as cut-and-fill work as 

well as work on bridges, culverts, lighting, and guardrails, should be excluded. 

Pre-overlay Surface Preparation Sketch (SPS-10 Data Sheet 33) 

This data sheet is used to sketch the approximate locations of pre-overlay preparation treatments 

applied to the test section. It should also be used to describe any discontinuities existing or 

treatments placed after completion of milling. The approximate location of patches, sealed 

cracks, leveling course, and other features of the surface prior to placement of the overlay layers 

should be sketched. On milled sections, this data sheet only needs to be completed if patches 
51 

were placed, cracks were sealed, or delaminations were present in the surface after milling. This 

sketch will help identify the location of pertinent features on the test section surface prior to 

overlay placement and those features that may not have been recorded by the distress 

photography performed prior to the start of construction. 

PMA Pre-overlay (Patching) (SPS-10 Data Sheet 34) 

The information on this data sheet applies to AC patches placed for preparation of the test 

sections as part of the rehabilitation construction operations. One data sheet should be completed 

per test section. The information on this data sheet provides a summary of the patching 

operations on a test section. Information on the location of patches should be sketched on SPS-10 

data sheet 34. 

• Date patching operation began (item 1): The date the patching operation on the test 

section began. 

• Date patching operation completed (item 2): The date the patching operation on the test 

section was completed. 

• Primary distress occurrence patched (item 3): Indicate the code number from table 25 for 

the primary, i.e., most prevalent, distress occurrence patched. If the code descriptions 

provided in table 25 do not adequately describe the primary distress, describe the distress 

or occurrence being patched in the space provided. The distress terminology and 

definitions contained in the Distress Identification Manual for the Long-Term Pavement 

Performance Program should be used as a guide to distress interpretations (Miller and 

Bellinger 2014). 

• Secondary distress occurrence patched (item 4): Indicate the code number from table 25

for the second most prevalent distress occurrence patched. If the code descriptions 

provided in table 25 do not adequately describe the primary distress, describe the distress 

or occurrence being patched in the space provided. The distress terminology and 

definitions contained in the Distress Identification Manual for the Long-Term Pavement 

Performance Program should be used as a guide to distress interpretations (Miller and 

Bellinger 2014). 

• Summary of patching (item 5): Summarize the number of patches placed and the area of 

patching by type of patch, including only those patches placed in the test sections. 

• Method used to determine location and sizes of patches (item 6): Enter the code number 

corresponding to the primary method used to determine the location and extent of 

patches. Codes are provided on SPS-10 data sheet 34. 

• Method used to form patch boundary (item 7): Enter the code number corresponding to 

the type of equipment used to form the boundary of the patch. For example, if saw cuts 

were made and an air hammer was used to remove the material from within the patch 

area, then saw cuts should be indicated since they were used to form the patch boundary. 

Codes are provided on SPS-10 data sheet 34. 
52 

• Compaction equipment (item 8): Enter the code numbers provided on SPS-10 data sheet 

34 for the type of equipment used to compact the patches. Space is provided for two 

responses if more than one type of compaction equipment was used. 

• Patch material (item 9): Enter the code corresponding to the general classification of 

material used in the surface of the patches. Codes are provided on SPS-10 data sheet 34. 

• Minimum time from material placement to opening to traffic (item 10): Indicate the 

minimum time, to the nearest hour, from the completion of patch placement to 

the opening to traffic. 

• Maximum material temperature for traffic opening (item 11): If the opening of a patched 

area to traffic is specified in terms of the maximum allowable temperature of the patch 

material, indicate the highest allowable temperature. Leave blank if temperature was not 

used as a criteria for opening the patched section to traffic. 

• Air temperature during placement operations (item 12): Enter the highest and lowest air 

temperature, in Fahrenheit, during the patching operations. 

• Predominant road surface moisture condition during placement operations (item 13): 

Indicate the predominant moisture condition of the pavement surface during patching 

operations. Moist is considered as some moisture visible on the pavement surface, but the 

entire surface of the pavement is not wet, and no standing water is present. 

SPS-10 PMA Pre-overlay (Sealing) (SPS-10 Data Sheet 35) 

This data sheet is for reporting the details of sealing individual cracks to prevent moisture 

intrusion into the underlying layers. 

Individual data items are as follows.

• Date sealing began (item 1): The date the patching operation on the test section began. 

• Date sealing completed (item 2): The date the patching operation on the test section 

was completed.

• Average crack severity level (item 3): The average severity level of the cracks in the test 

section. Codes are provided on SPS-10 data sheet 35. The Distress Identification Manual 

for the Long-Term Pavement Performance Program should be used to determine the 

definition of the various severity levels (Miller and Bellinger 2014). 

• Primary type of cracks (item 4): A code entered to describe the primary type of cracking 

prevalent over the monitored test section and evaluated in item 2. Codes are provided in 

table 25. A complete description of each type of crack listed in table 25 is available in the 

Distress Identification Manual for the Long-Term Pavement Performance Program

(Miller and Bellinger 2014). 
53 

• Type of material used to seal cracks (item 5): A code entered to record the type of 

material used to seal the cracks in the pavement surface. Codes are provided on SPS-10 

data sheet 35. If a proprietary crack/joint sealant or some other type not coded is used, 

space is provided to record additional information to identify the material. 

• Ambient conditions at time of crack sealing (item 6): The low and high air temperatures 

observed during crack sealing activities in Fahrenheit and a code entered to indicate 

whether the surface was dry or wet at the time the cracks were sealed.

• Approximate total length of cracks sealed (item 7): The approximate total linear feet of 

individual cracks sealed within the test section to the nearest foot. 

• Method used to clean cracks prior to sealing (item 8): A code entered to record the 

procedure used to clean the debris from cracks prior to sealing. Codes are provided on 

SPS-10 data sheet 35. 

Seal Coat Application Data for Pavements with Asphalt Concrete Surfaces (SPS-10 Data 

Sheet 36)

SPS-10 data sheets 36 and 37 are for recording data on seal coat and surface treatment 

applications. If more than one seal coat or surface treatment is applied, then one set (SPS-10 data 

sheets 36 and 37) should be completed for each coat or layer. Repeat SPS-10 data sheets 36 and 

37 for each coat or layer. 

Individual data items are as follows.

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Date work began (item 2): The month, day, and year the maintenance operation began.

• Date work completed (item 3): The month, day, and year the maintenance operation was 

completed. 

• Primary reason for seal coat (item 4): Identify the primary purpose for placing the seal on 

the test section. Codes are available on SPS-10 data sheet 36, and space is given for 

entering a reason other than those for which codes are provided. 

• Percent of test section sealed (item 5): The percent of the test section surface area over 

which the seal coat has been placed. For the LTPP test sections, the percent of the 

monitored test section in the outside lane is to be entered. 

• Type of seal coat (item 6): The type of seal coat (slurry, aggregate, fog, etc.) that was

applied to the pavement surface. Codes are provided on SPS-10 data sheet 36. Space is 

provided to specify a different type of seal coat, where applicable. If more space is 

needed, attach a separate piece of paper to SPS-10 data sheet 36. If multiple coats are 

applied, repeat SPS-10 data sheets 3 and 4 for each seal. 
54 

• Type/grade of bituminous material in seal coat (item 7): Table 19 provides a 

comprehensive list of possible types and grades, as taken from information published by 

the Asphalt Institute. Additional space is provided to include the manufacturer name and 

the manufacturer’s name for the material 

• Application rate for bituminous or other cementing material (item 8): The amount of 

bituminous material, to the nearest tenth of a gallon, placed per square yard (0.1 gal/yd2

) 

of pavement (water added to emulsified asphalt is included). 

• Application rate for aggregate (item 9): The amount by weight of aggregate, to the 

nearest tenth of a pound (0.1 lb), including mineral filler placed per square yard of 

pavement (0.1 lb/yd2).

• Approximate finished surface treatment thickness (item 10): The approximate thickness 

of the applied seal coat, to the nearest tenth of an inch (0.1 inch).

• Ambient conditions at time seal coat applied (item 11): Air temperature in Fahrenheit and 

a code entered to indicate whether the surface was dry or wet at the time the seal coat was 

applied (provided on SPS-10 data sheet 36). 

• Average crack severity level (item 12): The average severity level of the cracks in the test 

section. The codes are provided on SPS-10 data sheet 36. The Distress Identification 

Manual for the Long-Term Pavement Performance Program should be used to identify 

the definitions for the severity levels (Miller and Bellinger 2014). 

• Primary type of cracks (item 13): A code entered to describe the primary type of cracking 

prevalent in the test section and evaluated in item 10. Codes are provided in table 25. A 

complete description of each crack type listed in table 25 is available in the Distress 

Identification Manual for the Long-Term Pavement Performance Program (Miller and 

Bellinger 2014). 

Seal Coat Application Data for Pavements with Asphalt Concrete Surfaces, Continued 

(SPS-10 Data Sheet 37) 

This data sheet is a continuation of the seal coat data recorded on SPS-10 data sheet 36. 

Individual data items are as follows.

• Layer number (item 1): The number of the layer for which the data on this data sheet is 

being provided (to be taken from SPS-10 data sheet 4).

• Gradation of aggregate (item 2): The percent of aggregate (including mineral filler) 

passing various standard sieve sizes to the nearest percent. Values will likely not be 

available for all 13 sieve sizes listed. The objective of this list is to provide space for a 

sufficient number of sieve sizes to accommodate testing and specification practice for 

most State and Provincial HAs. 
55 

• Aggregate precoated (item 3): A code entered to indicate whether the aggregate used in 

the seal coat was coated with bituminous material prior to placement. Codes are provided 

on SPS-10 data sheet 37. 

• Roller used for seating aggregate (item 4): A code entered for indicating what type of 

roller was used for seating the aggregate into the asphalt. Codes appear on SPS-10 data 

sheet 37. 

• Estimated time allowed for seal coat to cure prior to traffic application (item 5): A code, 

as provided on SPS-10 data sheet 37, used to identify the approximate length of time 

between the seal coat application and the opening of the section to traffic (usually from 

the completion of rolling or seating the aggregate; if no aggregate was placed, then from 

the time the liquid was applied).

• Condition of surface before sealing (item 6): A code (provided on SPS-10 data sheet 37) 

entered to indicate whether the surface of the existing pavement was clean, moderately 

clean, or dirty when the seal coat was placed.

• Initial existing pavement surface preparation (item 7): A code entered to indicate the 

method of initial preparation for the existing pavement surface. The codes appear on 

SPS-10 data sheet 37, and space is provided to describe a method not coded, where 

applicable. Attach a separate piece of paper if more space is needed.

• Final preparation of existing pavement surface (item 8): A code entered to record the 

final surface preparation used on the existing AC surface prior to seal coat application. 

The codes for various surface preparation methods appear on SPS-10 data sheet 37. 

57 

LTPP SPS-10 DATA

SHEET 1

PROJECT IDENTIFICATION

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. DATE OF DATA COLLECTION OR UPDATE (month/year) [ __ __/__ __ __ __ ]

2. HIGHWAY AGENCY DISTRICT NUMBER [ __ __ ]

3. COUNTY OR PARISH [ __ __ __ ]

4. FUNCTIONAL CLASS (table 4) [ __ __ ]

5. ROUTE NUMBER [ __ __ __ __ __ ]

6. ROUTE SIGNING (See route signing codes in table 26.) [ __ __ ]

7. ROUTE QUALIFIER [ __ __ ]

No Qualifier or Not Signed ... 1 Alternate................................ 2 

Business Route ...................... 3 Bypass Business.................... 4 

Spur ....................................... 5 Loop ...................................... 6 

Proposed ................................ 7 Temporary ............................. 8 

Truck Route........................... 9 None of the Above .............. 10

8. ALTERNATE ROUTE NAME (specify) [ ] 

9. NUMBER OF THROUGH LANES (one direction) [ __ ]

10. DATE OPEN TO TRAFFIC [ __ __/__ __ __ __ ]

11. CONSTRUCTION COSTS PER LANE MILE (in $1,000s) [ __ __ __ __ __ ]

12. MILEPOINT (project start) [ __ __ __ __ __ . __ __ ]

13. ELEVATION (feet) [ __ __ __ __ __ __ ]

14. ADDITIONAL LOCATION INFORMATION (significant landmarks): [ 

 ] 

PREPARER EMPLOYER DATE
58 

LTPP SPS-10 DATA

SHEET 2

PROJECT STATIONS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

ORDER 1. TEST SECTION ID 

NO. 

REFERENCE PROJECT STATION NUMBER 4. CUT-FILL 

TYPE1 2. START 3. END

1 __ __ __ __ 0 + 0 0. 0 __ __ __+__ __.__ __

2 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

3 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

4 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

5 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

6 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

7 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

8 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

9 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

10 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

11 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

12 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

13 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

14 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

15 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

16 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

17 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

18 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

19 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

20 __ __ __ __ __ __ __+__ __.__ __ __ __+__ __.__ __

5. DIRECTION OF TRAVEL [ __ ]

Note 1. Indicate the type of subgrade section the test section is located on:

Cut........ 1 Fill........ 2 At Grade ....... 3 Cut and Fill ...... 4 

If cut-fill transition is located in a test section, enter test section station of the cut-fill transition location.

6. INTERSECTION BETWEEN TEST SECTION ON THE PROJECT

ROUTE PROJECT STATION NO. RAMPS INTERSECTION

EXIT ENT STOP SIGNAL UNSIG

__ __ __ __+__ __ ___ ___ ___ ___ ___

__ __ __ __+__ __ ___ ___ ___ ___ ___

__ __ __ __+__ __ ___ ___ ___ ___ ___

__ __ __ __+__ __ ___ ___ ___ ___ ___

PREPARER EMPLOYER DATE
59 

LTPP SPS-10 DATA

SHEET 3

GENERAL INFORMATION

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

LAYOUT

1. LANE WIDTH (feet) [ __ __ ]

2. LANE NUMBER MONITORED (outside lane = 1) [ __ ]

3. DIRECTION OF TRAVEL [ __ ]

East Bound .............. 1 West Bound ............. 2 

North Bound............ 3 South Bound ............ 4 Both Directions........ 5 

4. SPEED LIMIT (mph) [ __ __ ]

MEDIAN

5. MEDIAN TYPE [ __ ]

None ............................................. 1 Unprotected................................... 2 

Curbed .......................................... 3 Positive Barrier—Unspecified ...... 4 

Positive Barrier—Flexible............ 5 Positive Barrier—Semirigid.......... 6 

Positive Barrier—Rigid ................ 7 

6. MEDIAN WIDTH (feet) [ __ __ ]

DRAINAGE

7. SUBSURFACE DRAINAGE LOCATION [ __ ]

Continuous Along Test Section.... 1 

Intermittent................................... 2 

8. SUBSURFACE DRAINAGE TYPE [ __ ] 

No Subsurface Drainage............... 1 Well System ..................................5 

Longitudinal Drains...................... 2 Drainage Blanket with 

Transverse Drains......................... 3 Longitudinal Drains ......................6 

Drainage Blanket.......................... 4 

Other (specify) 7 

9. DIAMETER OF LONGITUDINAL DRAINPIPES (inches) [ __ __ __.__ ] 

10. SPACING OF LATERALS (feet) [ __ __ __ ]

SHOULDER INSIDE SHOULDER OUTSIDE SHOULDER

11. SURFACE TYPE [ __ ] [ __ ]

Turf............................................... 1 Concrete ........................................ 4 

Granular........................................ 2 Surface Treatment......................... 5 

Asphalt Concrete .......................... 3 Other (specify) 6 

12. TOTAL WIDTH (feet) [ __ __ ] [ __ __ ]

13. PAVED WIDTH (feet) [ __ __ ] [ __ __ ]

14. SHOULDER BASE TYPE (table 9) [ __ __ ] [ __ __ ]

15. SHOULDER SURFACE THICKNESS (inches) [ __ __ ] [ __ __ ]

16. SHOULDER BASE THICKNESS (inches) [ __ __ ] [ __ __ ]

PREPARER EMPLOYER DATE
60 

LTPP SPS-10 DATA

SHEET 4

LAYER

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

LAYER DESCRIPTIONS

1. LAYER 

NUMBER

2. LAYER 

DESCRIPTION

3.

MATERIAL 

TYPE

4. LAYER THICKNESSES (inches) 

MEAN MINIMUM MAXIMUM STANDARD 

DEVIATION

1 SUBGRADE (7) [__ __]

2 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

3 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

4 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

5 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

6 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

7 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

8 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

9 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

10 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

11 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

12 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

13 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

14 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

15 [__ __] [__ __] [__ __ __.__] [__ __ __.__] [__ __ __.__] [__ __ __.__]

5. DEPTH BELOW SURFACE TO “RIGID” LAYER (feet) [ __ __.__ ]

(Rock, stone, dense shale)

NOTES:

• Layer 1 is subgrade soil. The highest numbered layer is the pavement surface.

• Layer description codes:

Overlay = 01; Seal Coat = 02; Original Surface = 03; Hot-Mix Asphalt Concrete (HMAC) Layer (Below

Surface Layer) = 04; Base Layer = 05; Subbase Layer = 06; Subgrade = 07; Interlayer = 08; Porous Friction 

Course = 09; Surface Treatment = 10; Embankment (Fill) = 11. 

• The material type classification codes for surface, base or subbase, subgrade, and seal coat or interlayer 

materials appear in table 8, table 9, table 10, and table 11, respectively.

• Enter the average thickness of each layer as well as the minimum, maximum, and standard deviation of the 

thickness measurements, if known.

PREPARER EMPLOYER DATE 
61 

LTPP SPS-10 DATA

SHEET 5

AGE AND MAJOR IMPROVEMENTS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. DATE OF LATEST CONSTRUCTION/RECONSTRUCTION (Month/year) [__ __/__ __ __ __ ]

2. DATE SUBSEQUENTLY OPENED TO TRAFFIC (Month/year) [__ __/__ __ __ __ ]

3. LATEST CONSTRUCTION/RECONSTRUCTION COST PER LANE MILE (in $1,000s)1 [__ __ __ __ __ ]

MAJOR IMPROVEMENTS SINCE LATEST CONSTRUCTION/RECONSTRUCTION (items 4–8)

4. 5. 6. 7.

YEAR WORK TYPE CODE 

(table 20) 

WORK QUANTITY 

(table 20 for units) THICKNESS (inches)

[ __ __ __ __ ] [ __ __ ] [ __ __ __ __ __ ] [ __ __.__ ]

[ __ __ __ __ ] [ __ __ ] [ __ __ __ __ __ ] [ __ __.__ ]

[ __ __ __ __ ] [ __ __ ] [ __ __ __ __ __ ] [ __ __.__ ]

[ __ __ __ __ ] [ __ __ ] [ __ __ __ __ __ ] [ __ __.__ ]

[ __ __ __ __ ] [ __ __ ] [ __ __ __ __ __ ] [ __ __.__ ]

8. MAJOR IMPROVEMENT TYPE OTHER 

[ ] 

ADDITIONAL ROADWAY WIDENING INFORMATION (items 9–12)

9. YEAR WHEN ROADWAY WIDENED2 [ __ __ __ __ ]

10. ORIGINAL NUMBER OF LANES (one direction) [ __ ]

11. FINAL NUMBER OF LANES (one direction) [ __ ]

12. LANE NUMBER OF ADDED LANE [ __ ]

NOTES:

1. Cost includes pavement structure cost. Nonpavement costs, such as cut-and-fill work as well as work on 

bridges, culverts, lighting, and guardrails, should be excluded.

2. A lane created by roadway widening should not be used for LTPP unless the pavement structure under the 

entire lane was constructed at the same time and is uniform.

PREPARER EMPLOYER DATE
62 

LTPP SPS-10 DATA

SHEET 6

SNOW REMOVAL/DEICING

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. FREQUENCY OF SNOW REMOVAL AT TEST SITE [ __ __ ]

(number of occurrences)

2. FREQUENCY OF APPLICATION OF DEICING CHEMICALS ON THE TEST SITE [ __ __ ]

(number of occurrences) 

3. WHAT TYPE OF DEICERS HAVE BEEN USED ON THIS TEST SECTION? [ __ ]

Sodium Chloride (NaCl) .......................1 

Calcium Dichloride (CaCl2

) .................2 

NaC1 + CaCl2 .......................................3 

Calcium Magnesium Acetate (CMA) ...4 

Other (specify) 5 

4. HAS THE USE OF ANY OF THESE DEICERS BEEN DISCONTINUED SINCE THE 

TEST SECTION WAS OPEN TO TRAFFIC? [ __ ]

NaCl .....................................................1 

CaCl2 ....................................................2 

NaC1 + CaCl2 .......................................3 

CMA.....................................................4 

Other (specify) 5 

IF YES, IN WHAT YEAR? [__ __ __ __]

PREPARER EMPLOYER DATE
63 

LTPP SPS-10 DATA

SHEET 7

HPMS DATA ITEMS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. HPMS SAMPLE NUMBER [ __ __ __ __ __ __ __ __ __ __ __ __ ]

2. HPMS SECTION SUBDIVISION [ __ ]

3. URBAN CODE [ __ __ __ __ __ ]

Small Urban Sections........... 99998

Rural Area Sections.............. 99999

4. FACILITY TYPE [ __ ]

One-Way Roadway ...................... 1 

Two-Way Roadway...................... 2 

5. ACCESS CONTROL [ __ ]

Full Access Control...................... 1 

Partial Access............................... 2 

No Access Control........................ 3 

6. OWNERSHIP (See ownership codes in table 27) [ __ ]

7. HIGH-OCCUPANCY VEHICLE (HOV) TYPE (HOV operations type) [ __ ]

Full-Time HOV ............................ 1 

(site has 24-h exclusive HOV lanes, no other use permitted)

Part-Time HOV ............................ 2 

(normal through lanes used for exclusive HOV during specified periods)

Part-Time HOV ............................ 3 

(shoulder/parking lanes used for exclusive HOV during specified periods)

8. HOV LANES [ __ ]

9. PEAK LANES [ __ ]

10. COUNTER PEAK LANES [ __ ]

11. RIGHT-TURN LANES (See turn lane codes in table 28) [ __ ]

12. LEFT-TURN LANES (See turn lane codes in table 28) [ __ ]

PREPARER EMPLOYER DATE
64 

LTPP SPS-10 DATA

SHEET 8

HPMS DATA ITEMS (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. TOLL CHARGED [ __ ]

Toll charged in one direction only............................. 1 

Toll charged in both directions.................................. 2 

No toll charged .......................................................... 3 

2. TOLL TYPE [ __ ]

Toll lanes but no special tolls (e.g., HOT lanes)........ 1 

HOT lanes.................................................................. 2 

Other special tolls...................................................... 3 

3. WIDENING OBSTACLES (See widening obstacles codes in table 29.) [ __ __ __ ]

4. WIDENING POTENTIAL [ __ ]

5. TERRAIN TYPE [ __ ]

Level............................................. 1 

Rolling.......................................... 2 

Mountainous................................. 3 

6. CURVE CLASSIFICATION [ __ ]

Under 3.5 Degrees........................A 8.5–13.9 Degrees.......................... D 

3.5–5.4 Degrees............................ B 14.0–27.9 Degrees........................ E 

5.5–8.4 Degrees............................ C 28 Degrees or More...................... F 

7. GRADE CLASSIFICATION [ __ ]

0.0–0.4..........................................A 4.5–6.4.......................................... D 

0.5–2.4.......................................... B 6.5–8.4.......................................... E 

2.5–4.4.......................................... C 8.5 or Greater ............................... F 

8. PERCENT PASSING SIGHT DISTANCE [ __ __ __ ]

PREPARER EMPLOYER DATE
65 

LTPP SPS-10 DATA

SHEET 9

PMA AGGREGATE PROPERTIES

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF AGGREGATE [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

COMPOSITION OF COARSE AGGREGATE (items 3, 4, and 5) TYPE PERCENT

Crushed Stone............................... 1 Crushed Slag ................................. 4 3. [ __ ] [ __ __ __ ]

Gravel........................................... 2 Manufactured Lightweight............ 5 4. [ __ ] [ __ __ __ ]

Crushed Gravel............................. 3 5. [ __ ] [ __ __ __ ]

Other (specify) [ ] 6 

6. GEOLOGIC CLASSIFICATION OF COARSE AGGREGATE [__ __]

(See geologic classification codes in table 12.) 

COMPOSITION OF FINE AGGREGATE (items 7, 8, and 9) TYPE PERCENT

Natural Sand.................................................................................................. 1 7. [ __ ] [ __ __ __ ]

Manufactured Sand (from 8. [ __ ] [ __ __ __ ]

crushed gravel or stone) ................................................................................. 2 9. [ __ ] [ __ __ __ ]

Recycled Concrete......................................................................................... 3 

Other (specify) [ ] 4 

10. TYPE OF MINERAL FILLER [ __ ]

Stone Dust .................................... 1 Portland Cement............................ 3 

Hydrated Lime.............................. 2 Fly Ash.......................................... 4 

None ............................................. 5 

Other (specify) [ ] 6 

AGGREGATE DURABILITY TEST RESULTS (items 13–16)

(See durability test type codes in table 16.) 

TYPE OF AGGREGATE TYPE OF TEST RESULTS

11. COARSE [ __ __ ] [ __ __ __.__ __ __ ]

12. COARSE [ __ __ ] [ __ __ __.__ __ __ ]

13. COARSE [ __ __ ] [ __ __ __.__ __ __ ]

14. COMBINED COARSE AND FINE [ __ __ ] [ __ __ __.__ __ __ ]

PREPARER EMPLOYER DATE
66 

LTPP SPS-10 DATA

SHEET 10

PMA AGGREGATE PROPERTIES (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF AGGREGATE [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

3. POLISH VALUE OF COARSE AGGREGATES [ __ __ ] 

(surface layer only) (AASHTO T279, ASTM D3319) (AASHTO 2018; ASTM 2011b) 

4. ANGULARITY COARSE ONE FACE [ __ __ __.__ ]

5. ANGULARITY COARSE TWO FACES [ __ __ __.__ ]

6. ANGULARITY FINE [ __ __ __.__ ]

7. SOUNDNESS COARSE [ __ __ __.__ ]

8. SOUNDNESS FINE [ __ __ __.__ ]

9. COARSE AGGREGATE TOUGHNESS [ __ __ __.__ ]

10. DELETERIOUS MATERIALS [ __ __ __.__ ]

11. CLAY CONTENT [ __ __ __.__ ]

12. THIN ELONGATED PARTICLES [ __ __.__ ]

13. GRADATION OF COMBINED AGGREGATES

Sieve Size or No. Percent Passing Sieve Size or No. Percent Passing

2 inches [ __ __ __ ] No. 4 [ __ __ ]

1 1⁄2 inches [ __ __ __ ] No. 8 [ __ __ ]

1 inch [ __ __ __ ] No. 10 [ __ __ ]

7/8 inch [ __ __ __ ] No. 16 [ __ __ ]

3⁄4 inch [ __ __ __ ] No. 30 [ __ __ ]

5/8 inch [ __ __ __ ] No. 40 [ __ __ ]

1⁄2 inch [ __ __ __ ] No. 50 [ __ __ ]

3/8 inch [ __ __ __ ] No. 80 [ __ __ ]

No. 100 [ __ __ ]

No. 200 [ __ __ ]

PREPARER EMPLOYER DATE
67 

LTPP SPS-10 DATA

SHEET 11

PMA AGGREGATE PROPERTIES (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF AGGREGATE [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

ABSORPTION OF AGGREGATE (items 2 and 3)

3. COARSE AGGREGATE (AASHTO T85 OR ASTM C127) (AASHTO 2014a; ASTM 2015a) [ __.__ __ __ ]

4. FINE AGGREGATE (AASHTO T84 OR ASTM C128) (AASHTO 2013b; ASTM 2015a) [ __.__ __ __ ]

BULK SPECIFIC GRAVITIES (items 4–7)

5. COARSE AGGREGATE (AASHTO T85 OR ASTM C127) (AASHTO 2014a; ASTM 2015a) [ __.__ __ __ ]

6. FINE AGGREGATE (AASHTO T84 OR ASTM C127) (AASHTO 2013b; ASTM 2015a) [ __.__ __ __ ]

7. MINERAL FILLER (AASHTO T100 OR ASTM D854) (AASHTO 2015a) [ __.__ __ __ ]

8. AGGREGATE COMBINATION (calculated—equation 1) [ __.__ __ __ ]

9. EFFECTIVE SPECIFIC GRAVITY OF AGGREGATE COMBINATION [ __.__ __ __ ]

(calculated—equation 2)

10. THEORETICAL MAXIMUM SPECIFIC GRAVITY OF THE RAS [ __.__ __ ]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 12

PMA BINDER

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF BINDER [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

3. ASPHALT GRADE (Specify the design Superpave PG grading.) PG[ __ __ ]–[ __ __ ]

4. ASPHALT GRADE (if not PG grade) (See asphalt code sheet in table 19.) [ __ __ ]

Other (specify) [ ] 

5. SOURCE (See supply code sheet in table 17.) [ __ __ ]

Other (specify) [ ] 

6. SPECIFIC GRAVITY OF ASPHALT CEMENT [ __.__ __ __ ]

(AASHTO T228, ASTM D70) (AASHTO 2009b; ASTM 2018b)

7. VISCOSITY OF ASPHALT AT 140 °F (poises) [ __ __ __ __ __ __ ]

(AASHTO T202, ASTM D2171) (AASHTO 2015e; ASTM 2018c)

8. VISCOSITY OF ASPHALT AT 275 °F (centistokes) [ __ __ __ __.__ __ ]

(AASHTO T201, ASTM D2170) (AASHTO 2015d; ASTM 2018d)

9. PENETRATION AT 77 °F, 100 g, 5 s (tenths of a millimeter) [ __ __ __ ]

(AASHTO T49, ASTM D5) (AASHTO 2015c; ASTM 2020b)

ASPHALT MODIFIERS (See type code in table 18) (items 11 and 12) TYPE QUANTITY (percent) 

10. MODIFIER no. 1 [ __ __ ] [ __ __.__ ]

11. MODIFIER no. 2 [ __ __ ] [ __ __.__ ]

Other (specify) [ ] 

12. DUCTILITY AT 77 °F (centimeters) [ __ __ __ ]

(AASHTO T51, ASTM D113) (AASHTO 2009a; ASTM 2017b)

13. DUCTILITY AT 39.2 °F (centimeters) [ __ __ __ ]

(AASHTO T51, ASTM D113) (AASHTO 2009a; ASTM 2017b)

14. TEST RATE FOR DUCTILITY MEASUREMENT AT 39.2 °F (centimeters per minute) [ __ __ __ ]

15. PENETRATION AT 39.2 °F, 200 g, 60 s (tenths of a millimeter) [ __ __ __ ]

(AASHTO T49, ASTM D5) (AASHTO 2015c; ASTM 2020b)

16. RING AND BALL SOFTENING POINT (Fahrenheit) [ __ __ __ ]

(AASHTO T53, ASTM D36) (AASHTO 2011; ASTM 2014a)

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 13

PMA BINDER AGED

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF BINDER [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

3. TEST PROCEDURE USED TO MEASURE AGING EFFECTS [ __ ]

ASTM D1754—Thin Film Oven Test (ASTM 2020c) ................................. 1 

ASTM D2872—Rolling Thin Film Oven Test (ASTM 2019d).................... 2 

Other (specify)[ ] 3

Field Aged—For Binder Extracted From Cores Taken in the Field.............. 4 

4. SPECIFIC GRAVITY OF ASPHALT CEMENT [ __.__ __ __ ]

(AASHTO T228, ASTM D70) (AASHTO 2009b; ASTM 2018b) 

5. VISCOSITY OF ASPHALT AT 140 °F (poises) [ __ __ __ __ __ __ ]

(AASHTO T202, ASTM D2171) (AASHTO 2015e; ASTM 2018c) 

6. VISCOSITY OF ASPHALT AT 275 °F (centistokes) [ __ __ __ __.__ __ ]

(AASHTO T201, ASTM D2170) (AASHTO 2015d; ASTM 2018d) 

7. DUCTILITY AT 77 °F (centimeter) [ __ __ __ ]

(AASHTO T51, ASTM D113) (AASHTO 2009a; ASTM 2017b) 

8. DUCTILITY AT 39.2 °F (centimeter) [ __ __ __ ]

(AASHTO T51, ASTM D113) (AASHTO 2009a; ASTM 2017b) 

9. PENETRATION AT 77 °F, 100 g, 5 s (tenths of a millimeter) [ __ __ __ ]

(AASHTO T49, ASTM D5) (AASHTO 2015c; ASTM 2020b) 

10. PENETRATION AT 39.2 °F, 200 g, 60 s (tenths of a millimeter) [ __ __ __ ]

(AASHTO T49, ASTM D5) (AASHTO 2015c; ASTM 2020b) 

11. RING AND BALL SOFTENING POINT (Fahrenheit) [ __ __ __ ]

(AASHTO T53, ASTM D36) (AASHTO 2011)

12. WEIGHT LOSS (percent) [ __.__ ]

PREPARER EMPLOYER DATE
70 

LTPP SPS-10 DATA

SHEET 14

AC DSR, BBR, DIRECT TENSION

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF BINDER [ __ ]

Untreated ...................................... 1 RAP............................................... 2 

RAS .............................................. 3 Combined...................................... 4 

3. DSR COMPLEX MODULUS AND PHASE ANGLE (kilopascal, degree) 

(Tank asphalt) (AASHTO TP5) (AASHTO 1998) [ __ __ __ __.__ __ ] [ __ __ ]

4. DSR COMPLEX MODULUS AND PHASE ANGLE (kilopascal, degree) 

(RTFO asphalt) (AASHTO TP5) (AASHTO 1998) [ __ __ __ __.__ __ ] [ __ __ ]

5. DSR COMPLEX MODULUS AND PHASE ANGLE (kilopascal, degree) 

(PAV asphalt) (AASHTO TP5) (AASHTO 1998) [ __ __ __ __ __.__ __ ] [ __ __ ]

6. BBR STIFFNESS MODULUS AND SLOPE (megapascal, ratio) 

(PAV asphalt) (AASHTO TP5) (AASHTO 1998) [ __ __ __ __ ] [ __ __ __ __.__ __ __ ]

7. DIRECT TENSION TENSILE STRENGTH AND TENSILE STRAIN (kilopascal, ratio)

(PAV asphalt) (AASHTO TP5) (AASHTO 1998) [ __ __ __ __ __.__ ] [ __ __ __.__ __ ]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 15

RAP

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF AGGREGATE [ __ ]

RAP .............................................. 1 RAS............................................... 2 

RAP

3. PROCEDURE USED TO BREAK UP AND/OR REMOVE THE RAP [ __ ]

Scarifying ..................................... 1 Ripping.......................................... 3 

Grid Rolling.................................. 2 Cold Milling.................................. 4 

Other (specify)[ ] 5

4. RAP PROCESSING [ __ ]

None .............................................................................................................. 1 

Crushed and Screened ................................................................................... 2 

Pulverized by Hammermill............................................................................ 3 

Pulverized by Grid or V-Cleated Roller........................................................ 4 

Other (specify)[ ] 5

RAS

5. TYPE OF RAS [__]

Manufactured Shingle Waste......................................................................... 1 

Postconsumer Asphalt Shingles..................................................................... 2 

None .............................................................................................................. 3 

BOTH

6. PERCENT OF BINDER IN THE RAP/RAS BY MASS (percent) [__.__ __]

7. WAS AN ADDITIVE ADDED TO THE STOCKPILE TO MAINTAIN WORKABILITY (Y/N) [ __ ]

If yes, what quantity? (percent by mass) [ __.__ __ ]

Provide type of additive [ ] 

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 16

PMA LABORATORY MIX DESIGN

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. MAXIMUM SPECIFIC GRAVITY (no air voids) (figure 5) [ __.__ __ __ ]

3. BULK SPECIFIC GRAVITY (ASTM D1188) (ASTM 2007a) [ __.__ __ __ ]

4. OPTIMUM ASPHALT CONTENT (percent by weight of total mix) [ __ __.__ ]

5. PERCENT AIR VOIDS (figure 6) [ __ __ __.__ ]

6. MARSHALL STABILITY (pounds) [ __ __ __ __ ]

(AASHTO T245, ASTM D1559) (AASHTO 2015f; ASTM 1989) 

7. NUMBER OF BLOWS [ __ __ ]

8. MARSHALL FLOW (hundredths of an inch) [ __ __ __ __ ]

(AASHTO T245, ASTM D1559) (AASHTO 2015f; ASTM 1989) 

9. HVEEM STABILITY (AASHTO T246, ASTM D1560) (AASHTO 2010b; ASTM 2015f) [ __ __ __ ]

10. HVEEM COHESIOMETER VALUE (grams per 25 mm of width) [ __ __ __ __ ]

(AASHTO T246, ASTM D1560) (AASHTO 2010b; ASTM 2015f) 

11. VOIDS IN MINERAL AGGREGATE (percent) (figure 7) [ __ __.__]

12. EFFECTIVE ASPHALT CONTENT (percent) (figure 8) [ __ __.__]

13. SUPERPAVE GYRATORY COMPACTION NDESIGN [ __ __ __]

14. GYRATION RATIO (figure 9) [ __.__ __]

15. ASPHALT GRADE (Specify the design Superpave PG grading.) PG[ __ __ ]–[ __ __ ]

Other (specify)[ ] 

HAMBURG WHEEL-TRACKING TEST

16. CONDITIONING (AASHTO T324) Wet............ 1 Dry.............2 [ __ ]

17. DEFORMATION AT 20,000 PASSES (inches) [ __.__ __ __ ]

18. TEST TEMPERATURE [ __ __.__ ]

19. TENSILE STRENGTH RATIO (AASHTO T283) (AASHTO 2014e) [ __ __.__ ]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 17

PMA LABORATORY MIX DESIGN (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. FLOW NUMBER (AASHTO TP79) (AASHTO 2015g) [ __.__ __ ]

3. FLOW NUMBER TEMPERATURE [ __ __ __ ]

4. PLANNED PRODUCTION TEMPERATURE [ __ __ __.__ ]

5. PLANNED FIELD COMPACTION TEMPERATURE [ __ __ __.__ ]

RECYCLED DESIGN INFORMATION

6. DESIGN ASPHALT BINDER CONTENT OF MIX WITHOUT RAS/RAP (percent) [ __ __.__ ]

7. PERCENT RAS IN MIXTURE (percent) [ __ __.__ ]

8. PERCENT OF SHINGLE ASPHALT BINDER IN THE RAS BY MASS (percent) [ __.__ __ ]

9. PERCENT RAP IN MIXTURE (percent) [ __ __.__ ]

10. PERCENT ASPHALT IN RAP BY MASS (percent) [ __ __.__ ]

11. PERCENT OF RAP/RAS BINDER IN THE MIX BY MASS (percent) (binder replacement) [ __.__ __ ]

12. AMOUNT OF NEW UNTREATED AGGREGATE ADDED (percent) [ __ __.__]

(percent by weight of combined aggregate in recycled mix)

13. RECYCLING AGENT (RA) (See type code in table 23.) TYPE: [ __ __ ] QUANTITY: [ __ __ ]

14. AMOUNT OF NEW ASPHALT CEMENT ADDED (percent) [ __ __.__]

(percent by weight of recycled mixture)

PREPARER EMPLOYER DATE
74 

LTPP SPS-10 DATA

SHEET 18

PMA LABORATORY MIX DESIGN

WARM MIX

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF WARM-MIX TECHNOLOGY [ __ ]

Foaming Process............................................................................................ 1 

Foaming Additive.......................................................................................... 2 

Chemical Additive......................................................................................... 3 

Organic Additive ........................................................................................... 4 

None .............................................................................................................. 5 

Other (specify)[ ] 6

Name Brand (specify)[ ] 

3. FORM OF WMA ADDITIVE [ __ ]

Liquid ........................................... 1 Water Injection.............................. 3 

Solid ............................................. 2 None.............................................. 4 

Other (specify)[ ] 5

4. DOSAGE RATE (percent by total weight of binder) [ __ __ ]

5. METHOD OF INTRODUCING ADDITIVE TO THE MIX [ __ ]

Terminal ........................................................................................................ 1 

Storage Tank at Production plant .................................................................. 2 

In-Line........................................................................................................... 3 

Conveyor/Vane/Collar Feed System ............................................................. 4 

Water Injection .............................................................................................. 5 

None .............................................................................................................. 6 

Other (specify)[ ] 7

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 19

PMA MIXTURE PROPERTIES

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF SAMPLES [ __ ]

Mixed in Field, Compacted in Laboratory .................................................... 1 

Mixed and Compacted in Field ..................................................................... 2 

3. MAXIMUM SPECIFIC GRAVITY (no air voids) (figure 4)) [ __.__ __ __ ]

4. BULK SPECIFIC GRAVITY (ASTM D1188) (ASTM 2007a)

MEAN [ __.__ __ __ ] NUMBER OF TESTS [ __ __ ] 

MINIMUM [ __.__ __ __ ] MAXIMUM [ __.__ __ __ ]

STANDARD DEVIATION [ __.__ __ __ ]

5. ASPHALT CONTENT (percent by weight of total mix)

(AASHTO T164, ASTM D2172) (AASHTO 2014b; ASTM 2017d)

MEAN [ __.__ __ __ ] NUMBER OF TESTS [ __ __ ] 

MINIMUM [ __.__ __ __ ] MAXIMUM [ __.__ __ __ ]

STANDARD DEVIATION [ __.__ __ __ ]

6. PERCENT AIR VOIDS (figure 6) 

MEAN [ __.__ __ __ ] NUMBER OF TESTS [ __ __ ] 

MINIMUM [ __.__ __ __ ] MAXIMUM [ __.__ __ __ ]

STANDARD DEVIATION [ __.__ __ __ ]

7. VOIDS IN MINERAL AGGREGATE (percent) (figure 7) 

MEAN [ __.__ __ __ ] NUMBER OF TESTS [ __ __ ] 

MINIMUM [ __.__ __ __ ] MAXIMUM [ __.__ __ __ ]

STANDARD DEVIATION [ __.__ __ __ ]

8. EFFECTIVE ASPHALT CONTENT (percent) (figure 8) 

MEAN [ __.__ __ __ ] NUMBER OF TESTS [ __ __ ] 

MINIMUM [ __.__ __ __ ] MAXIMUM [ __.__ __ __ ]

STANDARD DEVIATION [ __.__ __ __ ]

9. TYPE ASPHALT PRODUCTION PLANT [ __ ]

Batch Plant ................................... 1 Drum Mix Plant............................. 2 

Other (specify) [ ]3

10. TYPE OF ANTISTRIPPING AGENT (See type codes in table 24.) [ __ __ ]

Other (specify) [ ] 

11. ANTISTRIPPING AGENT LIQUID OR SOLID CODE [ __ ]

Liquid ........................................... 1 Solid .............................................. 2 

12. AMOUNT OF ANTISTRIPPING AGENT [ __ __ __.__ ]

(If the antistripping agent is a liquid, enter amount as percent of asphalt cement weight. If the antistripping 

agent is a solid, enter amount as percent of aggregate weight.)

PREPARER EMPLOYER DATE
76 

LTPP SPS-10 DATA

SHEET 20

PMA MIXTURE PROPERTIES (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF SAMPLES [ __ ]

Mixed in Field, Compacted in Laboratory .................................................... 1 

Mixed and Compacted in Field ..................................................................... 2 

3. TYPE ASPHALT PRODUCTION PLANT [ __ ]

Batch Plant ................................... 1 Drum Mix Plant............................. 2 

Other (specify) [ ]3

4. TYPE OF ANTISTRIPPING AGENT (See type codes in table 24.) [ __ __ ]

Other (specify) [ ] 

5. ANTISTRIPPING AGENT LIQUID OR SOLID CODE [ __ ]

Liquid ........................................... 1 Solid .............................................. 2 

6. AMOUNT OF ANTISTRIPPING AGENT [ __ __ __.__ ]

(If the antistripping agent is a liquid, enter amount as percent of asphalt cement weight. If the antistripping 

agent is a solid, enter amount as percent of aggregate weight.)

7. MOISTURE SUSCEPTIBILITY TEST TYPE [ __ ]

AASHTO T165 (ASTM D1075) (AASHTO 2002b; ASTM 2011a) ............ 1 

Texas Freeze-Thaw Pedestal Test (Kennedy et al. 1982).............................. 2 

Texas Boiling Test (Kennedy, Roberts, and Anagnos 1984)) ....................... 3 

Revised Lottman Procedure (AASHTO T283) (AASHTO 2014e)............... 4 

Other (specify)[ ] 5

8. MOISTURE SUSCEPTIBILITY TEST RESULTS

HVEEM STABILITY NO. [ __ __ ]

PERCENT STRIPPED [ __ __ ]

TENSILE STRENGTH RATIO (AASHTO T283) (AASHTO 2014e) [ __.__ __ ]

INDEX OF RETAINED STRENGTH (AASHTO T165) (AASHTO 2002b) [ __ __ __ ]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 21

SUPERPAVE MIXTURE PROPRERTIES

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. TYPE OF SAMPLES [ __ ]

Mixed in Field, Compacted in Laboratory .................................................... 1 

Mixed and Compacted in Field ..................................................................... 2 

3. FREQUENCY SWEEP (COMPLEX MODULUS, MEGAPASCALS PERCENT PHASE ANGLE, δ) 

4 °C[__ __ __][__ __.__] 20 °C[__ __ __][__ __.__] 40 °C[__ __ __][__ __.__]

4. UNIAXIAL STRAIN (AXIAL STRESS, KILOPASCALS and STRAIN, MILLIMETERS OF 

MOVEMENT/MILLIMETER OF LENGTH) 

4 °C[__ __ __][__ __.__] 20 °C[__ __ __][__ __.__] 40 °C[__ __ __][__ __.__]

5. VOLUMETRIC STRAIN (CONFINING PRESSURE, KILOPASCALS and AXIAL STRAIN, 

MILLIMETERS OF MOVEMENT/MILLIMETER OF LENGTH ) 

4 °C[__ __ __][__ __.__] 20 °C[__ __ __][__ __.__] 40 °C[__ __ __][__ __.__]

6. SIMPLE SHEAR 4 °C 20 °C 40 °C

AXIAL STRESS, kilopascals [__ __ __] [__ __ __] [__ __ __]

SHEAR STRESS, kilopascals [__ __ __] [__ __ __] [__ __ __]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 22

PMA CONSTRUCTION

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. DATE OPERATIONS BEGAN (dd/mmm/yyyy) [ __ __ /__ __ __ /__ __ __ __ ]

3. DATE PAVING COMPLETED (dd/mmm/yyyy) [ __ __ /__ __ __ /__ __ __ __ ]

EQUIPMENT

4. MIXING PLANT TYPE [ __ ]

Batch............................................. 1 Drum Mix...................................... 2 

Other (specify) [ ]3

5. MIXING PLANT NAME [ ] 

6. TYPE OF MATERIALS TRANSFER EQUIPMENT USED [ __ ]

None .............................................................................................................. 1 

Windrow Elevator ......................................................................................... 2 

Surge Volume/Remixing MTV ..................................................................... 3 

Other (specify) [ ] 4 

BRAND [ ] 

TACK COAT

7. TACK COAT USED (Y/N) [ __ ]

8. TACK COAT TYPE (table 19.) [ __ __ ]

Other (specify) [ ] 

9. TACK COAT DILUTION (percent) [ __ __ ]

10. APPLICATION RATE (gallons per square yard) [ __.__ __ ]

PLACEMENT INFO

11. HAUL DISTANCE (miles) [ __ __ __ ] HAUL TIME (minutes) [ __ __ __ ]

12. SINGLE-PASS LAYDOWN WIDTH (feet) [ __ __.__ ]

13. TRANSVERSE JOINT LOCATION (station in meters) [ __+__ __.__ ]

14. LONGITUDINAL SURFACE JOINT LOCATION [ __ ]

Between Lanes ............................. 1 Within Lane................................... 2 

15. LONGITUDINAL JOINT OFFSET FROM OUTSIDE SHOULDER (feet) [ __ __.__ ]

16. SIGNIFICANT EVENTS (disruptions, rain, equipment problems, etc.)

[ ] 

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 23

PMA CONSTRUCTION (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

TEMPERATURE DATA (items 2–5)

2. MIXING TEMPERATURE (Fahrenheit) [ __ __ __ ]

3. PRODUCTION PLANT EXHAUST TEMPERATURE (Fahrenheit) [ __ __ __ ]

4. MEAN DELIVERY TEMPERATURE (Fahrenheit) [ __ __ __ ]

5. LAYDOWN TEMPERATURES (Fahrenheit) 

MEAN [ __ __ __] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __] MAXIMUM [ __ __ __ ]

STANDARD DEVIATION [ __ __ __. __]

ROLLER DATA (items 6–22)

ROLLER 

CODE

ROLLER 

DESCRIPTION

GROSS 

WGT (tons) 

TIRE PRES. 

(psi)

FREQ. 

(vibrations/minute) 

AMPLITUDE 

(inches) 

SPEED 

(mph) 

6. A STEEL WHL TANDEM __ __.__

7. B STEEL WHL TANDEM __ __.__

8. C STEEL WHL TANDEM __ __.__

9. D STEEL WHL TANDEM __ __.__

10. E PNEUMATIC TIRED __ __.__ __ __ __.

11. F PNEUMATIC TIRED __ __.__ __ __ __.

12. G PNEUMATIC TIRED __ __.__ __ __ __.

13. H PNEUMATIC TIRED __ __.__ __ __ __.

14. I SINGLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

15. J SINGLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

16. K SINGLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

17. L SINGLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

18. M DOUBLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

19. N DOUBLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

20. O DOUBLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

21. P DOUBLE DRUM VIBR __ __.__ __ __ __ __. .__ __ __ __ __.__

22. Q OTHER 

COMPACTION DATA (items 23–31)

BREAKDOWN: FIRST LIFT SECOND LIFT THIRD LIFT FOURTH LIFT

23. ROLLER CODE no. (A–Q) [ __ ] [ __ ] [ __ ] [ __ ]

24. COVERAGES [ __ __ ] [ __ __ ] [ __ __ ] [ __ __ ]

INTERMEDIATE:

25. ROLLER CODE no. (A–Q) [ __ ] [ __ ] [ __ ] [ __ ]

26. COVERAGES [ __ __ ] [ __ __ ] [ __ __ ] [ __ __ ]

FINAL:

27. ROLLER CODE no. (A–Q) [ __ ] [ __ ] [ __ ] [ __ ]

28. COVERAGES [ __ __ ] [ __ __ ] [ __ __ ] [ __ __ ]

29. AIR TEMPERATURE (Fahrenheit) 

[ __ __ __ ] [ __ __ __ ] [ __ __ __ ] [ __ __ __ ]

30. COMPACTED THICKNESS (inches) [ __.__ ] [ __.__ ] [ __.__ ] [ __.__ ]

31. CURING PERIOD (days) [ __ __ ] [ __ __ ] [ __ __ ] [ __ __ ]

PREPARER EMPLOYER DATE
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LTPP SPS-10 DATA

SHEET 24

UNBOUND

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. AASHTO SOIL CLASSIFICATION (See codes in table 13.) [ __ __ ]

3. ATTERBERG LIMITS (AASHTO T90 or ASTM D4318) (AASHTO 2020c; ASTM 2017f) 

PI [ __ __ ] LL [ __ __ ] PL [ __ __ ]

4. MAXIMUM LAB DRY DENSITY (pounds per cubic foot) [ __ __ __ ]

5. OPTIMUM LAB MOISTURE CONTENT (percent) [ __ __.__ ]

6. TEST USED TO MEASURE MAXIMUM DRY DENSITY [ __ ]

Standard AASHTO T99 ............... 1 ASTM D558 (ASTM 2019b)........4 

Modified AASHTO T180............. 2 ASTM D4223 (ASTM 2020d)......5 

AASHTO T134 (Soil-cement)...... 3 

Other (specify) [ ] 6 

7. COMPACTIVE ENERGY FOR “OTHER” METHOD (feet-pounds per cubic inch) [ __ __.__ ]

8. IN SITU DRY DENSITY (pounds per cubic foot) 

MEAN [ __ __ __ __.__ ] NUMBER OF SAMPLES [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

9. IN SITU MOISTURE CONTENT (percent of dry weight)

MEAN [ __ __ __ __.__ ] NUMBER OF SAMPLES [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

10. COMPRESSIVE STRENGTH (pounds per square inch) 

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

11. TYPE OF COMPRESSION TEST [__]

AASHTO T167 (ASTM D1074) (AASHTO 2010a; ASTM 2017c)............. 1 

AASHTO T24 (ASTM D1633) (AASHTO 2015b; ASTM 2017e) .............. 2 

AASHTO T220 (AASHTO 1966) ................................................................ 3 

AASHTO T234 (ASTM D2850) (AASHTO 1970; ASTM 2015e) .............. 4 

Other (specify) [ ] 5

12. CONFINING PRESSURE (pounds per square inch)

1 [ __ __.__ ]

13. CALCIUM CARBONATE CONTENT (percent) (ASTM D4373) (ASTM 2014c) [ __ __ __ ]

Note 1: If the test is unconfined, enter “0.0”

PREPARER EMPLOYER DATE
81 

LTPP SPS-10 DATA

SHEET 25

UNBOUND (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. CALIFORNIA BEARING RATIO (CBR) (AASHTO T193 OR ASTM D3668) [ __ __ __ ]

(AASHTO 2013d; ASTM 1978) 

3. RESISTANCE (R-value) (AASTHO T190 (ASTM D2844) (AASHTO 2014c; ASTM 2018e) [ __ __ __ ]

4. MODULUS OF SUBGRADE REACTION (K-value) (pounds per square inch) [ __ __ __ ]

5. TYPE OF TEST [ __ ]

AASHTO T221 (ASTM D1195) (AASHTO 1990; ASTM 2009)................ 1 

AASHTO T222 (AASHTO 1981a) .............................................................. 2 

6. STABILIZING AGENT 1 TYPE CODE [ __ ] PERCENT [ __ __.__ ]

7. STABILIZING AGENT 2 TYPE CODE [ __ ] PERCENT [ __ __.__ ]

STABILIZING AGENT TYPE CODES

Asphalt Cement ............................ 1 Lime .............................................. 5 

Emulsified Asphalt....................... 2 Fly Ash, Class C............................ 6 

Cutback Asphalt ........................... 3 Fly Ash, Class N ........................... 7 

Portland Cement........................... 4 

Other (specify) [ ] 8 

8. GRADATION OF COMBINED AGGREGATES

Sieve Size or No. Percent Passing Sieve Size or No. Percent Passing

2 inches [ __ __ __ ] No. 4 [ __ __ ]

1 1⁄2 inches [ __ __ __ ] No. 8 [ __ __ ]

1 inches [ __ __ __ ] No. 10 [ __ __ ]

7/8 inches [ __ __ __ ] No. 16 [ __ __ ]

3⁄4 inch [ __ __ __ ] No. 30 [ __ __ ]

5/8 inch [ __ __ __ ] No. 40 [ __ __ ]

1⁄2 inch [ __ __ __ ] No. 50 [ __ __ ]

3/8 inch [ __ __ __ ] No. 80 [ __ __ ]

No. 100 [ __ __ ]

No. 200 [ __ __ ]

PREPARER EMPLOYER DATE
82 

LTPP SPS-10 DATA

SHEET 26

SUBGRADE

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

2. AASHTO SOIL CLASSIFICATION (table 13.) [ __ __ ]

3. CALIFORNIA BEARING RATIO (CBR) [ __ __ __ ]

(AASHTO T193 or ASTM D1883) (AASHTO 2013d; ASTM 2016a) 

4. RESISTANCE (R-value) (AASHTO T190 (ASTM D2844)) (AASHTO 2014c; ASTM 2018e) [ __ __ __ ]

5. MODULUS OF SUBGRADE REACTION (K-value) (pounds per square inch) [ __ __ __ ]

6. TYPE OF TEST [ __ ]

AASHTO T221 (ASTM D1195) (AASHTO 1990; ASTM 2009)................ 1 

AASHTO T222 or ASTM D1196 (AASHTO 1981a; ASTM 2012) ............. 2 

7. PLASTICITY INDEX (AASHTO T90 or ASTM D4318) (AASHTO 2020c; ASTM 2017f) [ __ __ ]

8. LIQUID LIMIT (AASHTO T89 or ASTM D4318) (AASHTO 2013c; ASTM 2017f) [ __ __ ]

9. MAXIMUM LABORATORY DRY DENSITY (pounds per cubic foot) [ __ __ __ ]

10. OPTIMUM LABORATORY MOISTURE CONTENT (percent) [ __ __.__ ]

11. TEST USED TO MEASURE MAXIMUM DRY DENSITY [ __ ]

Standard AASHTO (T-99) ........... 1 Modified AASHTO (T-180) ......... 2 

Other (specify) 3 

12. COMPACTIVE ENERGY FOR “OTHER” METHOD (feet-pounds per cubic inch) [ __ __.__ ]

13. IN SITU DRY DENSITY (percent of optimum)

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

14. IN SITU MOISTURE CONTENT (percent of optimum)

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

15. IN SITU DRY DENSITY (pounds per cubic foot) 

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

16. IN SITU MOISTURE CONTENT (percent of dry weight)

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

PREPARER EMPLOYER DATE
83 

LTPP SPS-10 DATA

SHEET 27

SUBGRADE (Continued)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ __ ]

RELATIVE DENSITY OF COHESIONLESS FREE-DRAINING SOILS (ASTM D2049) (ASTM 1969)

2. MEASURED DENSITIES FROM LABORATORY TESTS (pounds per cubic foot):

MINIMUM [ __ __ __ __.__ ]

MAXIMUM [ __ __ __ __.__ ]

3. RELATIVE DENSITIES (percent): 

MEAN [ __ __ __ __.__ ] NUMBER OF TESTS [ __ __ __ ]

MINIMUM [ __ __ __ __.__ ] MAXIMUM [ __ __ __ __.__ ]

STANDARD DEVIATION [ __ __ __ __.__ ]

4. SOIL SUCTION (ton per square foot) (AASHTO T273) (AASHTO 1986c) [ __ __ __ __.__ ]

5. EXPANSION INDEX (ASTM D4829) (ASTM 2021) [ __ __ __ ] 

SWELL PRESSURE (pounds per square inch) 

6. TEST VALUE [ __ __ __ ]

7. TEST CODE [ __ ]

AASHTO T190 or ASTM D2844 (AASHTO 2014c; ASTM 2018e) ........... 1 

AASHTO T258, Method 1 (AASHTO 1981b) ............................................. 2 

Other 3 

8. PERCENT BY WEIGHT FINER THAN 0.02 MM1 [ __ __ __.__ ]

9. AVERAGE RATE OF HEAVE DURING STANDARD LABORATORY FREEZING TEST (millimeters per day)1 [ __ __ __.__ ]

10. FROST SUSCEPTIBILITY CLASSIFICATION CODE1 [ __ ]

Negligible ..................................... 1 Medium......................................... 4 

Very Low...................................... 2 High............................................... 5 

Low............................................... 3 Very High...................................... 6 

NOTE 1: These data are only required in freeze zones where frost may be expected to penetrate the subgrade.

PREPARER EMPLOYER DATE
84 

LTPP SPS-10 DATA

SHEET 28

QC MEASUREMENTS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. NUCLEAR DENSITY MEASUREMENTS

Layer Type Binder Course Surface Course

Measurement Method 

(A, B, C) [ __ ] [ __ ]

Number of 

Measurements [ __ __ ] [ __ __ ]

Average 

(pounds per cubic foot) [ __ __ __ __.__ ] [ __ __ __ __.__ ]

Maximum 

(pounds per cubic foot) [ __ __ __ __.__ ] [ __ __ __ __.__ ]

Minimum 

(pounds per cubic foot) [ __ __ __ __.__ ] [ __ __ __ __.__ ]

Standard Deviation 

(pounds per cubic foot) [ __ __ __ __.__ ] [ __ __ __ __.__ ]

Layer Number [ __ __ ] [ __ __ ]

Note: measurement method: backscatter = A; direct transmission = B air gap = C. 

2. MANUFACTURER OF NUCLEAR DENSITY GAUGE [ ] 

3. NUCLEAR DENSITY GAUGE MODEL NUMBER [ ] 

4. NUCLEAR DENSITY GAUGE IDENTIFICATION NUMBER [ ] 

5. NUCLEAR GAUGE COUNT RATE FOR STANDARDIZATION [ __ __ __ __ __ ]

6. PROFILOGRAPH MEASUREMENTS

Measured Layer Number [ __ __ ] 

Profilograph Type California ..........1 Rainhard........... 2 [ __ ]

Profile Index (inches per mile) [ __ __ __.__ ]

Interpretation Method Manual.............. 1 Mechanical........2 Computer.......... 3 [ __ ]

Height of Blanking Band (inches) [ __.__ __ ]

Cutoff Height (inches) [ __.__ __ ]

7. SURFACE PROFILE USED AS BASIS OF INCENTIVE PAYMENT (Y/N) [ __ ]

PREPARER EMPLOYER DATE
85 

LTPP SPS-10 DATA

SHEET 29

FIELD THICKNESS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

LAYER THICKNESS MEASUREMENTS (inches) SHEET __ OF __

LAYER NUMBER (from SPS-10 data sheet 4) 

STATION 

NUMBER

OFFSET 

(inches) [ __ __ ] [ __ __ ] [ __ __ ] [ __ __ ]

[__+__ __]

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PREPARER EMPLOYER DATE
86 

LTPP SPS-10 DATA

SHEET 30

NOTES AND COMMENTS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

Provide any miscellaneous comments and notes concerning construction operations that may influence the ultimate 

performance of the test sections or may cause undesired performance differences between the test sections. Also, 

include any QC measurements or data for which space is not provided on the other data sheets. Indicate the basis for 

such measurements, such as an ASTM, AASHTO, or HA standard test designation.

PREPARER EMPLOYER DATE
87 

LTPP SPS-10 DATA

SHEET 31

MILLED SECTIONS

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. MANUFACTURER OF MILLING MACHINE (specify) [ ] 

2. MILLING MACHINE MODEL DESIGNATION (specify) [ ] 

3. WIDTH OF CUTTING HEAD (inches) [ __ __ __ __.__ ]

4. TOTAL MILLED DEPTH (inches)

Location No. 

Measurements Maximum Minimum Standard 

Deviation Average

Inside Lane 

Edge [__ __] [__ __.__] [__ __.__] [__.__] [__ __.__]

Outside Lane 

Edge [__ __] [__ __.__] [__ __.__] [__.__] [__ __.__]

MILLED SURFACE CHARACTERISTICS

5. Macrotexture [ __ ]

Fine Macrotexture (≤ 1⁄4 inch)....... 1 Coarse Macrotexture (> 1⁄4 inch) .... 2 

6. Estimate of Extent of Test Section Surface Delaminated (percent) [ __ __ __ ]

7. Height of Ridge Between Parallel Passes (inches) [ __ __.__ ]

8. Other Comments 

9. WERE PATCHES PLACED AFTER MILLING? (Y/N) [ __ ]

(If yes, complete SPS-10 data sheet 34)

10. LENGTH OF TIME MILLED SURFACE WAS OPEN TO TRAFFIC (hours) [ __ __ __ __ ]

11. WAS ADJACENT TRAVEL LANE MILLED TO SAME DEPTH AS TEST LANE? [ __ ]

If no, width milled same depth as test lane (feet) [ __ __.__ ]

12. GENERAL COMMENTS 

PREPARER EMPLOYER DATE
88 

LTPP SPS-10 DATA

SHEET 32

IMPROVEMENT LISTING

STATE CODE [ __ __ ] 

PROJECT ID [ __ __ __ __ ]

1. 2. 3. 4. 5.

DATE COMPLETED 

(dd/mmm/yyyy) 

WORK 

TYPE CODE 

(table 20) 

WORK QUANTITY 

(units from 

table 20) 

THICKNESS 

(inches)

COST 

($1,000s/lane mile) 

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

[__ __/__ __ __ /__ __ __ __] [__ __] [__ __ __.__] [__ __.__] [__ __ __]

PREPARER EMPLOYER DATE
89 

LTPP SPS-10 DATA

SHEET 33

PRE-OVERLAY SURFACE PREPARATION 

SKETCH

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

PREPARER EMPLOYER DATE
90 

LTPP SPS-10 DATA

SHEET 34

PMA PRE-OVERLAY—PATCH

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. DATE PATCHING BEGAN (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

2. DATE PATCHING COMPLETED (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

3. PRIMARY DISTRESS OCCURRENCE PATCHED (table 25) [ __ __ ]

Other (specify) 

4. SECONDARY DISTRESS OCCURRENCE PATCHED (table 25) [ __ __ ]

Other (specify) 

5. SUMMARY OF PATCHING NUMBER TOTAL AREA (square feet)

Surface Only [ __ __ ] [ __ __ __ __ ]

Surface and partial base replacement [ __ __ ] [ __ __ __ __ ]

Full Depth [ __ __ ] [ __ __ __ __ ]

6. METHOD USED TO DETERMINE LOCATION AND SIZES OF PATCHES [ __ ]

Deflection ................ 1 Coring...................... 2 Visual....................... 3 

Other........................ 4 (specify) 

7. METHOD USED TO FORM PATCH BOUNDARIES [ __ ]

None ........................ 1 Saw Cut ................... 2 Air Hammer............. 3 Cold Milling.............4 

Other........................ 5 (specify) 

8. COMPACTION EQUIPMENT [ __ ] [ __ ]

None ........................ 1 Pneumatic Roller ..... 2 Vibratory Plate Compactor.. 3 

Vibratory Roller ...... 4 Steel Wheel Roller... 5 Truck Tire............................ 6 

Hand Tools.............. 7 Other........................ 8 (specify) 

9. PATCH MATERIAL [ __ ]

Hot Mix Asphalt Concrete............................................................................. 1 

Plant Mix with Cutback Asphalt, Cold Laid ................................................. 2 

Plant Mix with Emulsified Asphalt, Cold Laid ............................................. 3 

Road Mix with Cutback Asphalt ................................................................... 4 

Road Mix with Emulsified Asphalt............................................................... 5 

Portland Cement Concrete (PCC).................................................................. 6 

Other (specify) 7 

10. MINIMUM TIME FROM PLACEMENT TO OPENING TO TRAFFIC (hours) [ __ __ ]

11. MAXIMUM MATERIAL TEMP FOR TRAFFIC OPENING (IF USED) (Fahrenheit) [ ___ __ __ ]

12. AIR TEMPERATURE DURING PLACEMENT OPERATIONS

High Temperature (Fahrenheit) [ __ __ __ ]

Low Temperature (Fahrenheit) [ __ __ __ ]

13. PREDOMINANT ROAD SURFACE MOISTURE CONDITION DURING PLACEMENT OPERATIONS

Dry........................... 1 Moist........................ 2 Wet .......................... 3 [ __ ]

PREPARER EMPLOYER DATE
91 

LTPP SPS-10 DATA

SHEET 35

PMA PRE-OVERLAY—CRACK SEALING

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. DATE CRACK SEALING BEGAN (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

2. DATE CRACK SEALING COMPLETED (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

3. AVERAGE CRACK SEVERITY LEVEL [ __ ]

(See Distress ID Manual for the LTPP (Miller and Bellinger 2014).)

Low.......................... 1 Moderate.................. 2 High ......................... 3 

4. PRIMARY TYPE OF CRACKS (See table 25 for type codes.) [ __ __ ]

(See Distress ID Manual for the LTPP for description (Miller and Bellinger 2014).) 

5. TYPE OF MATERIAL USED TO SEAL CRACKS [ __ ]

Asphalt Cement ............................ 1 Emulsified Asphalt Cement

Emulsified Asphalt Cement.......... 2 With Sand...................................... 5 

Cutback Asphalt Cement.............. 3 Proprietary Crack/Joint

Emulsified Asphalt Cement Sealant........................................... 6 

Slurry Seal.................................... 4 Modified Asphalt .......................... 7 

Other (specify) [ ]8

IF 6 OR 7 ABOVE, COMPLETE FOLLOWING:

MANUFACTURER NAME [ ] 

MANUFACTURER SEALANT NAME [ ] 

6. AMBIENT CONDITIONS AT TIME OF CRACK SEALING

AIR TEMPERATURES (Fahrenheit) LOW [ __ __ __ ]

HIGH [ __ __ __ ]

SURFACE MOISTURE Dry........................... 1 Wet .......................... 2 [ __ ]

7. APPROXIMATE TOTAL LENGTH OF CRACKS SEALED (feet) [ __ __ __ __ ]

8. METHOD USED TO CLEAN CRACKS PRIOR TO SEALING [ __ ]

None ............................................. 1 Steel Wire Brush ........................... 4 

Compressed Air............................ 2 Brooming ...................................... 5 

Routing ......................................... 3 Hot Air Lance................................ 6 

Other (specify) [ ]7

PREPARER EMPLOYER DATE
92 

LTPP SPS-10 DATA

SHEET 36

SEAL COAT APPLICATION DATA

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ ]

2. DATE SEALING BEGAN (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

3. DATE SEALING COMPLETED (dd/mmm/yyyy) [__ __/__ __ __/__ __ __ __]

4. PRIMARY REASON FOR SEAL COAT [ __ ]

Seal Cracks................................... 1 Raveling ........................................ 4 

Improve Skid Resistance .............. 2 Unknown....................................... 5 

Bleeding ....................................... 3 

Other (specify) [ ] 6 

5. PERCENT OF TEST SECTION SEALED [ __ __ __ ]

6. TYPE OF SEAL COAT [ __ ]

Fog Seal........................................ 1 Sand Seal....................................... 4 

Slurry Seal.................................... 2 Cape Seal....................................... 5 

Aggregate Seal ............................. 3 

Other (specify) [ ] 6 

7. TYPE/GRADE OF BITUMINOUS MATERIAL IN SEAL COAT [ __ __ ]

(See table 19 for type code.) 

Description of “other cement” [ ] 

MANUFACTURER NAME [ ] 

MANUFACTURER MATERIAL NAME [ ] 

8. APPLICATION RATE FOR BITUMINOUS OR OTHER CEMENTING MATERIAL [ __.__ ]

(Gallons per square yard) 

9. APPLICATION RATE FOR AGGREGATE (including mineral filler where applicable) [ __ __.__ ]

(Pounds per square yard) 

10. APPROXIMATE FINISHED SURFACE TREATMENT THICKNESS (inches) [ __.__ ]

11. AMBIENT CONDITIONS AT TIME SEAL COAT APPLIED

AIR TEMPERATURE (Fahrenheit) [ __ __ __ ]

SURFACE MOISTURE Dry........................... 1 Wet .......................... 2 [ __ ]

12. AVERAGE CRACK SEVERITY LEVEL [ __ ]

(See Distress ID Manual for the LTPP (Miller and Bellinger 2014).)

Low.......................... 1 Moderate.................. 2 High ......................... 3 

13. PRIMARY TYPE OF CRACKS (See table 25 for type codes.) [ __ __ ]

(See Distress ID Manual for the LTPP for description (Miller and Bellinger 2014).)

PREPARER EMPLOYER DATE
93 

LTPP SPS-10 DATA

SHEET 37

SEAL COAT APPLICATION DATA 

(CONTINUED)

STATE CODE [ __ __ ]

PROJECT ID [ __ __ __ __ ]

1. LAYER NUMBER (from SPS-10 data sheet 4) [ __ ]

2. GRADATION OF AGGREGATE (including mineral filler where applicable) 

Sieve Size or No. Percent Passing Sieve Size or No. Percent Passing

1 inch [ __ __ __ ] No. 10 [ __ __ ]

3⁄4 inch [ __ __ __ ] No. 16 [ __ __ ]

5/8 inch [ __ __ __ ] No. 30 [ __ __ ]

1⁄2 inch [ __ __ __ ] No. 50 [ __ __ ]

3/8 inch [ __ __ __ ] No. 100 [ __ __ ]

No. 4 [ __ __ ] No. 200 [ __ __ ]

No. 8 [ __ __ ]

3. AGGREGATE PRECOATED? (Y/N) [ __ ]

4. ROLLER USED FOR SEATING AGGREGATE [ __ ]

None ............................................. 1 Steel Wheel ................................... 3 

Slurry Seal.................................... 2 Unknown....................................... 4 

Other (specify) [ ] 5 

5. ESTIMATED TIME ALLOWED FOR SEAL COAT TO CURE PRIOR TO TRAFFIC APPLICATION [ __ ]

None ............................................. 1 1 to 3 D.......................................... 5 

4 H or Less ................................... 2 3 to 7 D.......................................... 6 

4 to 8 H......................................... 3 > 7 D ............................................. 7 

8 to 24 H....................................... 4 

6. CONDITION OF SURFACE BEFORE SEALING [ __ ]

Clean........................ 1 Moderately Clean .... 2 Dirty......................... 3 

7. INITIAL EXISTING PAVEMENT SURFACE PREPARATION [ __ ]

None ............................................. 1 Cold Mill....................................... 3 

Sweep Clean Only ........................ 2 Shot Blast ...................................... 4 

Other (specify) [ ] 5 

8. FINAL PREPARATION OF EXISTING PAVEMENT SURFACE [ __ ]

None (other than identified in no. 7 above) ................................................... 1 

Primarily Air Blast ........................................................................................ 2 

Primarily Water Blast.................................................................................... 3 

Primarily Sand Blast...................................................................................... 4 

Sand Blast and Air Blast................................................................................ 5 

Other (specify) [ ] 6 

PREPARER EMPLOYER DATE

95 

APPENDIX A. STANDARD CODES

Table 3. Table of standard codes for States, the District of Columbia, Puerto Rico, 

American Protectorates, and Canadian Provinces. 

State/Province Code

Alabama 01

Alaska 02

Arizona 04

Arkansas 05

California 06

Colorado 08

Connecticut 09

Delaware 10

District of Columbia 11

Florida 12

Georgia 13

Hawaii 15

Idaho 16

Illinois 17

Indiana 18

Iowa 19

Kansas 20

Kentucky 21

Louisiana 22

Maine 23

Maryland 24

Massachusetts 25

Michigan 26

Minnesota 27

Mississippi 28

Missouri 29

Montana 30

Nebraska 31

Nevada 32

New Hampshire 33

New Jersey 34

New Mexico 35

New York 36

North Carolina 37

North Dakota 38

Ohio 39

Oklahoma 40

Oregon 41

Pennsylvania 42
96 

State/Province Code

Rhode Island 44 

South Carolina 45 

South Dakota 46 

Tennessee 47 

Texas 48 

Utah 49 

Vermont 50 

Virginia 51 

Washington 53 

West Virginia 54 

Wisconsin 55 

Wyoming 56 

American Samoa 60 

Guam 66 

Puerto Rico 72 

Virgin Islands 78 

Alberta 81 

British Columbia 82 

Manitoba 83 

New Brunswick 84 

Newfoundland 85 

Nova Scotia 86 

Ontario 87 

Prince Edward Island 88 

Quebec 89 

Saskatchewan 90 

Table 4. Functional class codes. 

Functional Class Code

Rural: Principal arterial—interstate 01 

Rural: Principal arterial—other 02 

Rural: Minor arterial 06 

Rural: Major collector 07 

Rural: Minor collector 08 

Local collector 09 

Urban: Principal arterial—interstate 11 

Urban: Principal arterial—other freeways or expressways 12 

Urban: Other principal arterial 14 

Urban: Minor arterial 16 

Urban: Collector 17 

Urban: Local 19 

Table 5 contains experiment type definitions for the LTPP General Pavement Studies (GPS). 
97 

Table 5. Experiment type definitions—General Pavement Studies (GPS).

Experiment Definition

(01) Asphalt 

concrete pavement 

with granular base 

Acceptable pavements for this study include a dense-graded HMAC 

surface layer, with or without other HMAC layers, placed over an 

untreated granular base. One or more subbase layers may also be present

but are not required. A treated subgrade is classified as a subbase layer. 

Also allowed in this study are full-depth AC pavements, which are 

defined as an HMAC surface layer combined with one or more 

subsurface HMAC layers beneath the surface layer with a minimum total 

thickness of 152 mm (6 inches) placed directly upon a treated or 

untreated subgrade. Two or more consecutive lifts of the same mixture 

design are to be treated as one layer.

Seal coats or porous friction courses are allowed on the surface but not in 

combination, i.e., a porous friction course placed over a seal coat is not 

acceptable. Seal coats are permissible on top of granular layers. At least 

one layer of dense-graded HMAC is required regardless of the existence 

of seal coats or porous friction courses.

(02) Asphalt 

concrete pavement 

with bound base 

Acceptable pavements for this study include a dense-graded HMAC 

surface layer with or without other HMAC layers placed over a bound 

base layer. To properly account for a variety of bound base types in the 

sampling design, two classifications of binder types, bituminous and 

non-bituminous, are defined as factor levels. Bituminous binders include 

asphalt cements, cutbacks, emulsions, and road tars. Non-bituminous 

binders include all hydraulic cements (those which harden by a chemical 

reaction with water and are capable of hardening under water), lime, fly 

ashes, and natural pozzolans, or combinations thereof. Stabilized bases 

with lower quality materials, such as sand asphalt or soil cement, are also 

allowed. Stabilization practices of primary concern for this study are 

those in which the structural characteristics of the material are improved 

due to the cementing action of the stabilizing agent. Thus, the description 

of the study actually refers to treatments improving the structural 

properties of the base materials. Two or more consecutive lifts of the 

same mixture design are to be treated as one layer. One or more subbase 

layers may be present but are not required. 

Seal coats or porous friction courses are permitted on the surface but not 

in combination, i.e., a porous friction course placed over a seal coat is 

not acceptable. Project selection may be on either fine- or coarse-grained 

subgrades.

(03) Jointed plain 

concrete pavement

(JPCP) 

Acceptable jointed, unreinforced PCC slab placed over an untreated 

granular base, HMAC, or stabilized base. One or more subbase layers 

may also be present but are not required. The joints may have either 

smooth dowel bars or no load transfer devices. A seal coat is permissible 

above a granular base layer. Jointed slabs with load transfer devices other 

than dowel bars and pavements placed directly upon a treated or 

untreated subgrade are also not acceptable.
98 

Experiment Definition

(04) Jointed 

reinforced 

concrete pavement 

(JRCP) 

Acceptable projects include jointed reinforced PCC pavements with 

doweled joints spaced between 20 and 65 ft (66 and 213 m). The slab 

may rest directly upon a base layer or upon unstabilized coarse-grained 

subgrade. A base layer and one or more subbase layers may exist but are 

not required. A seal coat is also permissible over a granular base layer.

JRCP placed directly upon a fine-grained soil/aggregate layer or a 

fine-grained subgrade will not be considered for this study. JRCPs 

without load transfer devices or using devices other than smooth dowel 

bars at the joints are not acceptable.

(05) Continuously 

reinforced 

concrete pavement 

(CRCP) 

Acceptable projects include continuously reinforced PCC pavements 

placed directly upon a base layer or upon an unstabilized coarse-grained 

subgrade. One or more subbase layers can exist but are not required. A 

seal coat (prime coat) is permissible just above a granular base layer.

CRCP’s placed directly upon a fine-grained soil/aggregate layer or a 

fine-grained subgrade is not acceptable for this study. 

(06) Asphalt 

concrete overlay 

of asphalt concrete 

pavement

Pavements in the GPS-6A, 6B, 6C, 6D, and 6S experiments include a 

dense-graded HMAC surface layer with or without other HMAC layers 

placed over an existing AC pavement.

The designation GPS-6A refers to those sections that were overlaid prior 

to acceptance in the GPS program.

The GPS-6B, 6C, 6D, and 6S designation refers to LTPP sections on 

which an overlay was placed after the section had been accepted into the 

LTPP program. 

Seal coats or porous friction courses are allowed but not in combination. 

Fabric interlayers and stress-absorbing membrane interlayers (SAMIs) 

are permitted between the original surface and the overlay. The total 

thickness of HMAC used in the overlay is required to be at least 

25.4 mm (1.0 inch).

(07) Asphalt 

concrete overlay 

of concrete 

pavement

Pavements classified in the GPS-7A, 7B, 7C, 7D, 7F, 7R, and 7S 

experiments primarily consist of JPCP, JRCP, and CRCP pavements in 

which a dense-graded HMAC surface layer with or without other HMAC 

surface layers was constructed.

The exception is the GPS-7R classification that was added to account for 

PCC pavement test sections rehabilitated using concrete pavement 

restoration (CPR) techniques. (To date, no test sections have been 

classified in the 7R category.)

The designation GPS-7A refers to sections that were overlaid prior to 

acceptance in the GPS program. The GPS-7B, 7C, 7D, 7F, and 7S 

designation refers to those test sections on which an overlay was placed 

after the section had been accepted into the LTPP program. 

The PCC slab may rest upon a combination of the base and/or subbase 

layers. The existing concrete slab can also be placed directly on lime- or 
99 

Experiment Definition

cement-treated fine or coarse-grained subbase or on untreated 

coarse-grained subgrade soil. Slabs placed directly on an untreated 

fine-grained subgrade are not acceptable.

Seal coats or porous friction courses are permissible but not allowed in 

combination. Fabric interlayers and SAMIs are acceptable when placed 

between the original surface (concrete) and the overlay. Overlaid 

pavements involving aggregate interlayers and open-graded AC 

interlayers are not included in this study. The total thickness of HMAC 

used in the overlay is required to be at least 38 mm (1.5 inches). 

(09) Unbonded 

overlays of 

concrete pavement

Acceptable projects for this study include unbonded JPCP, JRCP, or 

CRCP overlays with a thickness of 129 mm (5 inches) or more placed 

over an existing JPCP, JRCP, or CRCP pavement. An interlayer used to 

prevent bonding of the existing and the overlay slabs is required. The 

overlaid concrete pavement can rest on a base and/or a subbase or 

directly upon the subgrade. 

Table 6 contains experiment type definitions for the LTPP SPS. 

Table 6. Experiment Type Definitions—SPS.

Experiment Definition

(01) Structural 

factors for flexible 

pavements

The experiment on strategic study of structural factors for flexible 

pavements (SPS-1) examines the performance of specific 

HMAC-surfaced pavement structural factors under different 

environmental conditions. Pavements within SPS-1 must start with the 

original construction of the entire pavement structure or removal and 

complete reconstruction of an existing pavement. The pavement 

structural factors included in this experiment are the in-pavement 

drainage layer, surface thickness, base type, and base thickness. The 

experiment design stipulates a traffic loading level in the study lane 

greater than 100,000—80 kN (18 kip)—ESAL per year. The 

combination of the study factors in this experiment result in 24 different 

pavement structures. The experiment is designed using a fractional 

factorial approach to enhance implementation practicality, permitting the 

construction of 12 test sections at one site with the complementary 12 

test sections to be constructed at another site within the same climatic 

region on a similar subgrade type. 

(02) Structural 

factors for rigid 

pavements

The experiment on strategic study of structural factors for rigid 

pavements (SPS-2) examines the performance of specific JPCP structural 

factors under different environmental conditions. Pavements within 

SPS-2 must start with the original construction of the entire pavement 

structure or removal and complete reconstruction of an existing 

pavement. The pavement structural factors included in this experiment 

are the in-pavement drainage layer, PCC surface thickness, base type, 

PCC flexural strength, and lane width. The experiment requires that all 
100 

Experiment Definition

test sections be constructed with perpendicular doweled joints (spaced

4.9 m (15 ft) apart) and stipulate a traffic loading level in the lane greater 

than 200,000 ESAL/yr. The experiment is designed using a fractional 

factorial approach to enhance implementation practicality, permitting 

construction of 12 test sections at 1 site with the complementary 12 test 

sections to be constructed at another site within the same climatic region 

on a similar subgrade type. 

(03) Preventive 

maintenance 

effectiveness of 

flexible pavements

The experiment on preventive maintenance effectiveness of flexible 

pavements (SPS-3) examines the performance of four preventive 

maintenance treatments (cracking seal, chip seal, slurry seal, and thin 

overlay) on AC-surfaced pavement sections in the four climatic regions 

on the two classes of subgrade soil. The experimental design stipulates 

that the effectiveness of each of the four treatments be evaluated 

independently. The effectiveness of combinations of treatments is not 

considered. Therefore, each site includes four treated test sections in 

addition to a control section. In most cases, the control, or the do-nothing 

section, is classified as a GPS test section.

(04) Preventive 

maintenance 

effectiveness of 

jointed concrete 

pavements

The experiment on preventive maintenance effectiveness of jointed 

concrete pavements (SPS-4) was designed to study the effects of 

crack/joint sealing and undersealing on jointed PCC pavement structures. 

Both JRCP and JPCP are included in the study. Undersealing is included 

as an optional factor and is only performed on a section in which the 

need for undersealing is indicated. The experiment design stipulates that 

the effectiveness of each of the two treatments be evaluated 

independently. The effectiveness of combining treatments is not 

considered. Each test site includes two treated test sections in addition to 

a control section. The treatment sections on joint/crack seal test sites 

consist of one section in which all joints have no sealant and one in 

which a water-tight seal is maintained on all cracks and joints.

(05) Rehabilitation 

of asphalt concrete 

pavements

The experiment on rehabilitation of AC pavements (SPS-5) examines the 

performance of eight combinations of AC overlays on existing 

AC-surfaced pavements. The rehabilitation treatment factors included in 

the study are intensity of surface preparation, recycled versus virgin AC 

overlay mixture, and overlay thickness. The experiment design includes 

all four climatic regions and conditions of existing pavement. The 

experiment design stipulates a traffic loading level in the study lane 

greater than 100,000 ESALs/yr. 

(06) Rehabilitation 

of jointed portland 

cement concrete 

pavements

The experiment on rehabilitation of jointed PCC pavements (SPS-6) 

examines the performance of seven rehabilitation treatment options as a 

function of climatic region, type of pavement (plain and reinforced), and 

condition of existing pavement. The rehabilitation methods include: 

surface preparation (a limited preparation and full CPR) with a 102-mm 

(4-inch) thick AC overlay or without an overlay, crack/break and seat 

with two AC overlay thicknesses (102 and 203 mm (4 and 8 inches)), 
101 

Experiment Definition

and limited surface preparation with a 102-mm (4-inch) thick AC overlay 

with sawed and sealed joints. 

(07) Bonded 

concrete overlays 

of concrete 

pavements

The experiment on bonded concrete overlays on concrete pavements 

(SPS-7) examines the performance of eight combinations of bonded PCC 

treatment alternatives as a function of the climatic region, pavement type 

(jointed and continuously reinforced), and condition of existing 

pavement. The rehabilitation treatment factors include combinations of 

surface preparation methods (cold milling plus sand blasting and shot 

blasting), bonding agents (neat cement grout or none), and overlay 

thickness (76 and 127 mm (3 and 5 inches)). The experiment design 

stipulates a traffic loading level in the study lane greater than 200,000 

ESALs/yr.

(08) 

Environmental 

effects in the 

absence of heavy 

loads 

The experiment on environmental effects in the absence of heavy loads 

(SPS-8) examines the effect of climatic factors in the four climatic

regions and subgrade type (frost susceptible, expansive, fine, and coarse) 

on pavement sections, incorporating flexible and rigid pavement designs 

that are subjected to limited traffic loading. The experiment design 

requires either two flexible pavement structures or two rigid pavement 

structures to be constructed at each site. The two flexible pavement 

sections consist of a 102-mm (4-inch) AC surface on a 102-mm (8-inch) 

thick untreated granular base, and a 178-mm (7-inch) thick AC surface 

over a 305-mm (12-inch) thick granular base. Rigid pavement test 

sections consist of doweled JPCP with 203-mm (8-inch) and 279-mm 

(11-inch) PCC surface thickness on a 152-mm (6-inch) thick 

dense-graded granular base. The pavement structures included in this 

study match pavement structures included in the SPS-1 and 2 

experiments. The experiment design stipulates that traffic volume in the 

study lane be at least 100 vehicles per day but not more than 10,000 

ESALs/yr. The flexible and rigid pavement sections may be constructed 

at the same site or at different sites.

(09) Validation of 

SHRP asphalt 

specifications and 

mix design 

The SPS-9P pilot effort started at the end of the SHRP program to get 

some experience in implementing the Superpave specifications. Test 

sections classified as SPS-9P were constructed using a very limited set of 

guidelines. In some instances, specifications were based on interim 

Superpave specifications that were changed later. Many of the test 

sections were constructed before material sampling and testing 

guidelines were established. 

The SPS-9A experiment, Superpave asphalt binder study, requires 

construction of a minimum of two test sections at each project site.

Construction can include new construction, reconstruction, or overlay. 

The minimum test sections consist of the HAs’ standard mix, the 

Superpave level 1-designed standard mix, and Superpave mix with 

alternate binder grade either higher or lower than the specified Superpave 

binder (Cominsky 1994). 
102 

Experiment Definition

The minimum two test sections at some sites results from the HA’s 

declaration that the Superpave test section is the same as the standard HA

mixture. This model will provide the opportunity to evaluate and 

improve the practical aspects of implementing Superpave mix design. 

This design allows a hands-on field trial by interested HAs, comparison 

of the performance of the Superpave mixes against mixes designed with 

current HAs’ asphalt specifications, asphalt-aggregate specifications, and 

mix design procedures as well as test the sensitivity of the Superpave 

asphalt binder specifications relative to low-temperature cracking, 

fatigue, or permanent deformation distress factors. 

(10) Warm mix 

asphalt

The experiment on WMA was designed to study the effects of WMA 

layers on existing and newly constructed pavements. The experiment 

design includes all four climatic regions. The experiment design 

stipulates a mixture produced at or below 275 °F or a mixture produced 

at temperatures at least 30 °F below the production temperature of the 

HMA control. 

The WMA mixture is as follows:

• Chemical additives are defined as water-free (non-aqueous) 

chemistry packages that modify the AC binder properties to 

enhance coating, adhesion, and workability at reduced 

temperatures, including surfactants, fatty-acid chemical additives, 

cationic surface-active agents, and rheology modifiers. 

• Organic additives are plant-based, wax-based, or sulfur-extended 

materials designed to provide viscosity reduction, aid in 

asphaltene dispersion, and act as a lubricant at mixing 

temperatures below that of standard HMA. 

• Foaming additives are defined as water-containing materials 

added to the mixture to foam the asphalt. The most common 

foaming additive is synthetic zeolite. Zeolite contains 

20-30 percent water that is released at temperatures above the 

boiling point of water. The water from the zeolite foams the 

asphalt binder. 

The foaming process category covers all WMA types that utilize 

assemblies/modifications to the plant to foam AC binder without 

additives, including foaming nozzles, expansion chambers, vortex 

mixers, and shearing devices. While the other categories may be added to 

the mix using some type of nozzle or other addition, the key distinction 

between the foaming process category and others is the absence of 

additives. WMA technologies that fall into the foaming process category 

only use water.

Table 7 contains pavement type codes for the LTPP program. 
103 

Table 7. Pavement type codes. 

Type of Pavement Code

AC-surfaced pavements — 

AC with granular base 01 

AC with bituminous-treated base 02 

AC with non-bituminous-treated base 07 

AC overlay on AC pavement 03 

AC overlay on JPCP pavement 28 

AC overlay on JRCP pavement 29 

AC overlay on CRCP pavement 30 

Other 10 

PCC-surfaced pavements — 

JPCP—Placed directly on untreated subgrade 11 

JRCP—Placed directly on untreated subgrade 12 

CRCP—Placed directly on untreated subgrade 13 

JPCP—Placed directly on treated subgrade 14 

JRCP—Placed directly on treated subgrade 15 

CRCP—Placed directly on treated subgrade 16 

JPCP over unbound base 17 

JRCP over unbound base 18 

CRCP over unbound base 19 

JPCP over bituminous-treated base 20 

JRCP over bituminous-treated base 21 

CRCP over bituminous-treated base 22 

JPCP over non-bituminous-treated base 23 

JRCP over non-bituminous-treated base 24 

CRCP over non-bituminous-treated base 25 

JPCP overlay on JPCP pavement 31 

JPCP overlay on JRCP pavement 33 

JPCP overlay on CRCP pavement 35 

JRCP overlay on JPCP pavement 32 

JRCP overlay on JRCP pavement 34 

JRCP overlay on CRCP pavement 36 

CRCP overlay on JPCP pavement 38 

CRCP overlay on JRCP pavement 39 

CRCP overlay on CRCP pavement 37 

JPCP overlay on AC pavement 04 

JRCP overlay on AC pavement 05 

CRCP overlay on AC pavement 06 

Prestressed concrete pavement 40 

Other 49 

Composite pavements (wearing surface included in initial construction) — 

JPCP with AC wearing surface 51 

JRCP with AC wearing surface 52 
104 

Type of Pavement Code

CRCP with AC wearing surface 53 

Other 59 

—Header line.

Note: Composite pavements are pavements originally constructed with an AC wearing surface over a PCC slab 

(AASHTO 1986a).

Table 8. Pavement surface material type classification codes. 

Material Type Code

Hot-mixed, hot-laid AC, dense graded 01 

Hot-mixed, hot-laid AC, open graded (porous friction course) 02 

Sand asphalt 03 

PCC (JPCP) 04 

PCC (JRCP) 05 

PCC (CRCP) 06 

PCC (prestressed) 07 

PCC (fiber reinforced) 08 

Plain PCC (only used for SPS-7 overlays of CRCP) 90 

Plant-mix (emulsified asphalt) material, cold laid 09 

Plant-mix (cutback asphalt) material, cold laid 10 

Single-surface treatment 11 

Double-surface treatment 12 

Recycled AC — 

Hot, central plant mix 13 

Cold laid, central plant mix 14 

Cold laid, mixed in place 15 

Heater scarification/recompaction 16 

Recycled PCC — 

JPCP 17 

JRCP 18 

CRCP 19 

Other 20 

WMA, dense graded 91 

WMA, open graded 92 

WMA, gap graded 93 

—Header line.

Table 9. Base and subbase material type classification codes. 

Material Type Code

Gravel (uncrushed) 22 

Crushed stone, gravel, or slag 23 

Sand 24 

Soil-aggregate mixture (predominantly fine-grained soil) 25 

Soil-aggregate mixture (predominantly coarse-grained soil) 26 

Soil cement 27 
105 

Material Type Code

Asphalt-bound base or subbase materials — 

Dense-graded, hot-laid, central plant mix 28 

Dense-graded, cold-laid, central plant mix 29 

Dense-graded, cold-laid, mixed in place 30 

Open-graded, hot-laid, central plant mix 31 

Open-graded, cold-laid, central plant mix 32 

Open graded, cold laid, mixed in place 33 

Recycled AC, plant mix, hot laid 34 

Recycled AC, plant mix, cold laid 35 

Recycled AC, mixed in place 36 

Sand asphalt 46 

Cement-aggregate mixture 37 

Lean concrete (< 3 sacks of cement per cubic yard) 38 

Recycled PCC 39 

Sand-shell mixture 40 

Limerock, caliche (soft carbonate rock) 41 

Lime-treated subgrade soil 42 

Cement-treated subgrade soil 43 

Pozzolanic-aggregate mixture 44 

Cracked and seated PCC layer 45 

Other 49 

—Header line.

Table 10. Subgrade soil description codes. 

Soil Description Code

Fine-grained subgrade soils — 

Clay (LL > 50) 51 

Sandy clay 52 

Silty clay 53 

Silt 54 

Sandy silt 55 

Clayey silt 56 

Coarse-grained subgrade soils — 

Sand 57 

Poorly graded sand 58 

Silty sand 59 

Clayey sand 60 

Gravel 61 

Poorly graded gravel 62 

Clayey gravel 63 

Shale 64 

Rock 65 

—Header line.
106 

Table 11. Material type codes for thin seals and interlayers. 

Material Type Code

Grout 70 

Chip seal coat 71 

Slurry seal coat 72 

Fog seal coat 73 

Woven geotextile 74 

Nonwoven geotextile 75 

SAMI 77 

Dense-graded AC interlayer 78 

Aggregate interlayer 79 

Open-graded AC interlayer 80 

Chip seal with modified binder (does not include crumb rubber) 81 

Sand seal 82 

Asphalt-rubber seal coat (SAMI) 83 

Sand asphalt 84 

Other 85 

Thin seal interlayer 86 

Plain PCC (only used for SPS-7) 90 

Table 12. Geologic classification codes. 

Geologic Classification Code

Igneous — 

Granite 01 

Syenite 02 

Diorite 03 

Gabbro 04 

Peridotite 05 

Felsite 06 

Basalt 07 

Diabase 08 

Sedimentary — 

Limestone 09 

Dolomite 10 

Shale 11 

Sandstone 12 

Chert 13 

Conglomerate 14 

Breccia 15 

Metamorphic — 

Gneiss 16 

Schist 17 

Amphibolite 18 

Slate 19 
107 

Geologic Classification Code

Quartzite 20 

Marble 21 

Serpentine 22 

Other rock type (specify if possible or unknown) 30 

Glacial soils — 

Glacial soils 31 

Boulder clay 32 

Glacial sands and gravels 33 

Laminated silts and laminated clays 34 

Varved clays 35 

Ground moraine 36 

Fluvio-glacial sands and gravels 37 

Other glacial soils 38 

Residual soils — 

Plateau gravels 40 

River gravels 41 

Alluvium 42 

Alluvial clays and/or peat 43 

Alluvial silt 44 

Other alluvial soils 45 

Coastal shingle and beach deposits 46 

Wind-blown sand 47 

Loess (collapsible soil) 48 

Shale, siltstone, mudstone, claystone 49 

Expansive soils 50 

Residual soils 51 

Residual soils derived from granites, gneisses, and schists 52 

Residual soils derived from limestone, sandstone, and shale 53 

Other residual soils 54 

Coquina 55 

Shell 56 

Marl 58 

Caliche 59 

Other 60 

—Header line.

Table 13. Soil and soil-aggregate mixture type codes, AASHTO classification. 

Mixture Type Code

A-1-a 01 

A-1-b 02 

A-3 03 

A-2-4 04 

A-2-5 05 

A-2-6 06 
108 

Mixture Type Code

A-2-7 07 

A-4 08 

A-5 09 

A-6 10 

A-7-5 11 

A-7-6 12 

Table 14 contains the codes associated with the portland cement types. 

Table 14. Portland cement type codes. 

Type Code

Type I 41 

Type II 42 

Type III 43 

Type IV 44 

Type V 45 

Type IS 46 

Type ISA 47 

Type IA 48 

Type IIA 49 

Type IIIA 50 

Type IP 51 

Type IPA 52 

Type N 53 

Type NA 54 

Other 55 

Table 15 contains PCC admixture codes for the LTPP program. 

Table 15. PCC admixture codes. 

Admixture Code

Water-reducing (AASHTO M194, type A) (AASHTO 2013a) 01 

Retarding (AASHTO M194, type B) (AASHTO 2013a) 02 

Accelerating (AASHTO M194, type C) (AASHTO 2013a) 03 

Water-reducing and retarding (AASHTO M194, type D) (AASHTO 2013a) 04 

Water-reducing and accelerating (AASHTO M194, type E) (AASHTO 2013a) 05 

Water-reducing, high range (AASHTO M194, type f) (AASHTO 2013a) 06 

Water-reducing, high range, and retarding (AASHTO M194, type G) 07 

Air-entraining admixture (AASHTO M154) (AASHTO 2012) 08 

Natural pozzolans (AASHTO M295, Class N) (AASHTO 2019a) 09 

Fly ash, class F (AASHTO M295) (AASHTO 2019a) 10 

Fly ash, class C (AASHTO M295) (AASHTO 2019a) 11 

Other (chemical) 12 

Other (mineral) 13 
109 

Table 16. Aggregate durability test type codes. 

Description AASHTO ASTM Code

Resistance to abrasion of small-size coarse 

aggregate by use of the Los Angeles machine 

(percent weight loss)

T96

(AASHTO 

2002a)

C131

(ASTM 

2020a)

01

Soundness of aggregate by freezing and thawing 

(percent weight loss) 

T103

(AASHTO 

2008)

— 02

Soundness of aggregate by use of sodium sulfate or 

magnesium sulfate (percent weight loss) 

T104

(AASHTO 

1999)

C88

(ASTM 

2018a)

03

Resistance to degradation of large-size coarse 

aggregate by abrasion and impact in the Los 

Angeles machine (percent weight loss)

— C535

(ASTM 

2016b) 

04

Potential volume change of cement-aggregate 

combinations (percent expansion) 

— C342

(ASTM 

1997) 

05

Evaluation of coarse aggregates’ frost resistance in 

air-entrained concrete by critical dilution procedures 

(number of weeks of frost immunity) 

— C682

(ASTM 

1994)

06

Potential alkali reactivity of cement aggregate 

combinations (average percent expansion) 

— C227

(ASTM 

2010b)

07

Potential reactivity of aggregates (reduction in 

alkalinity—Millimoles per liter) 

— C289

(ASTM 

2007b)

08

Test for clay lumps and friable particles in 

aggregates (percent by weight) 

T112

(AASHTO 

2000)

C142

(ASTM 

2017a)

09

Test for potential alkali reactivity of carbonate rocks 

for concrete aggregates (percent change in specimen 

length)

— C586

(ASTM 

2019a)

11

—No data. 

Table 17. Codes for asphalt refiners and processors in the United States. 

Admixture Code

Belcher Refining Co.—Mobile Bay, AL 78

Hunt Refining Co.—Tuscaloosa, AL 01

Chevron USA, Inc.—Kenai, AK 02

Mapco Alaska Petroleum—North Pole, AK 03

Intermountain Refining Cl.—Fredonia, AZ 04

Berry Petroleum Company—Stevens, AZ 05

Cross Oil and Refining Company—Smackover, AZ 06

Lion Oil Company—El Dorado, AZ 07

McMillan Ring, Free Oil Cl.—Norphlet, AZ 08
110 

Admixture Code

Chevron USA, Inc.—Richmond, CA 09 

Conoco, Inc.—Santa Maria, CA 10 

Edgington Oil Co., Inc.—Long Beach, CA 11 

Golden Bear Division, Witco Chemical Corp.—Oildate, CA 12 

Golden West Refining, Co.—Santa Fe Springs, CA 13 

Huntway Refining Co.—Benicia, CA 14 

Huntway Refining Co.—Wilmington, CA 15 

Lunday-Thagard Co.—South Gate, CA 79 

Newhall Refining Co. Inc.—Newhall, CA 16 

Oxnard Refining—Oxnard, CA 17 

Paramount Petroleum Corp.—Paramount, CA 80 

Powerline Oil Co.—Martinez, CA 81 

San Joaquin Refining Cl.—Bakersfield, CA 18 

Shell Oil Co.—Martinez, CA 19 

Superior Processing Co.—Santa Fe Springs, CA 20 

Colorado Refining Co.—Commerce City, CO 82 

Conoco, Inc., Commerce City—CO 21 

Amoco Oil, Inc.—Savannah, GA 22 

Young Refining Corp.—Douglasville, GA 23 

Chevron USA, Inc.—Barber’s Point, HI 24 

Clark Oil and Refining Corp.—Blue Island, IL 25 

Shell Oil Co.—Wood River, IL 26 

Unacol Corp.—Lemont, IL 27 

Amoco Oil, Co.—Whiting, IN 28 

Laketon Refining Corp.—Laketon, IN 83 

Young Refining Corp.—Laketon, IN 29 

Derby Refining Co.—El Dorado, KS 30 

Total Petroleum, Inc.—Arkansas City, KS 31 

Ashland Petroleum Co.—Catlettsburg, KY 32 

Atlas Processing Co.—Shreveport, LA 33 

Calumet Refining Co.—Princeton, LA 34 

Exxon Co.—Baton Rouge, LA 35 

Marathon Petroleum Co.—Garyville, LA 36 

Marathon Petroleum Co.—Detroit, MI 37 

Ashland Petroleum Co.—St. Paul, MN 38 

Koch Refining Co.—Rosemount, MN 39 

Chevron USA, Inc.—Pascagoula, MS 40 

Ergon Refining Inc.—Vicksburg, MS 41 

Southland Oil Co.—Lumberton, MS 42 

Southland Oil Co.—Sanderson, MS 43 

Cenex—Laurel, MT 44 

Conoco, Inc.—Billings, MT 45 

Exxon Co.—Billings, MT 46 

Chevron USA, Inc.—Perth Amboy, NJ 47 
111 

Admixture Code

Exxon Co.—Linden, NJ 48 

Giant Industries, Inc.—Gallup, NM 85 

Navahoe Refining Co.—Artesia, NM 49 

Cibro Petroleum Products Co.—Albany, NY 86 

Ashland Petroleum Co.—Canton, OH 50 

Standard Oil Co.—Toledo, OH 51 

Sohio Oil Co. (BP America)—Toledo, OH 87 

Kerr-McGee Refining Co.—Wynnewood, OK 52 

Sinclair Oil Corp.—Tulsa, OK 53 

Sun Co.—Tulsa, OK 54 

Total Petroleum Inc.—Ardmore, OK 55 

Chevron USA, Inc.—Portland, OR 56 

Atlantic Refining and Marketing Corp.—Philadelphia, PA 57 

United Refining Co.—Warren, PA 58 

Mapco Petroleum, Inc.—Memphis, TN 59 

Charter International Oil Co.—Houston, TX 60 

Chevron USA, Inc.—El Paso, TX 61 

Coastal Refining and Marketing, Inc.—Corpus Christi, TX 88 

Coastal States Petroleum Co.—Corpus Christi, TX 62 

Diamond Shamrock Corp.—Sunray, TX 63 

Exxon Co. USA—Baytown, TX 64 

Fina Oil and Chemical Co.—Big Spring, TX 65 

Fina Oil and Chemical Co.—Port Arthur, TX 89 

Hill Petroleum Co.—Houston, TX 90 

Shell Oil Co.—Deer Park, TX 66 

Star Enterprise—Port Arthur and Port Neches, TX 91 

Texaco Refining and Marketing, Inc.—Port Arthur and Port Neches, TX 67 

Trifinery—Corpus Christi, TX 92 

Unocal Corp.—Nederland, TX 68 

Valero Refining Co.—Corpus Christi, TX 69 

Phillips 66 Co.—Woods Cross, UT 70 

Chevron USA Inc.—Seattle, WA 71 

Sound Refining, Inc.—Tacoma, WA 72 

US Oil and Refining Co.—Tacoma, WA 73 

Murphy Oil USA, Inc.—Superior, WI 74 

Big West Oil Co.—Cheyenne, WY 75 

Little America Refining Co.—Casper, WY 93 

Sinclair Oil Corp.—Sinclair, WY 76 

Other 77 

Alon Israel Oil Company LTD—Bakersfield, CA 94 

Alon Israel Oil Company LTD—Krotz Springs, LA 95 

Alon Israel Oil Company LTD—Big Spring, TX 96 

American Refining Group Inc.—Bradford, PA 97 

FJ Management Inc.—North Salt Lake, UT 98 
112 

Admixture Code

BP PLC—Prudhoe Bay, AK 99 

BP PLC—Whiting, IN 100 

BP PLC—Texas City, TX 101 

BP PLC—Los Angeles, CA 102 

BP PLC—Ferndale, WA 103 

BP Husky Refining LLC, Toledo, OH 104 

Transworld Oil USA, Inc.—Lake Charles, LA 105 

Calumet Lubricants, Co—Cotton Valley, LA 106 

Calumet Lubricants, Co—Princeton, LA 107 

Calumet Lubricants, Co—Superior, WI 108 

Calumet Lubricants, Co—Shreveport, LA 109 

CHS, Inc.—Laurel, MT 110 

Chalmette Refining LLC—Chalmette, LA 111 

Chevron Corp.—El Segundo, CA 112 

Chevron Corp.—Honolulu, HI 113 

Chevron Corp.—Salt Lake City, UT 114 

PDV America Inc.—Lake Charles, LA 115 

PDV American Inc.—Corpus Christi, TX 116 

CVR Energy—Coffeyville, KS 117 

ConocoPhillips—Prudhoe Bay, AK 118 

ConocoPhillips—Rodeo, CA 119 

ConocoPhillips—Wilmington, CA 120 

ConocoPhillips—Belle Chasse, LA 121 

ConocoPhillips—Westlake, LA 122 

ConocoPhillips—Linden, NJ 123 

ConocoPhillips—Ponca City, OK 124 

ConocoPhillips—Sweeny, TX 125 

ConocoPhillips—Ferndale, WA 126 

Continental Refining Co. LLC—Somerset, KY 127 

Countrymark Coop Inc.—Mount Vernon, IN 128 

Deer Park Refining LTD PTNRSHP—Delaware City, DE 129 

Delek Group LTD—Tyler, TX 130 

Access Industries—Channelview, TX 131 

Ergon Inc.—Newell, WV 132 

Excel Paralubes—Westlake, LA 133 

Exxon Mobil Corp.—Torrance, CA 134 

Exxon Mobil Corp.—Joliet, IL 135 

Exxon Mobil Corp.—Beaumont, TX 136 

Koch Industries Inc.—North Pole, AK 137 

Koch Industries Inc.—Saint Paul, MN 138 

Koch Industries Inc.—Corpus Christi, TX 139 

Foreland Refining Corp.—Ely, NV 140 

Hollyfrontier Corp.—El Dorado, KS 141 

Hollyfrontier Corp.—Woods Cross, UT 142 
113 

Admixture Code

Access Industries—Houston, TX 143 

Hovensa LLC—Kingshill, VI 144 

Hunt Consld Inc.—Tuscaloosa, AL 145 

Hunt Consld Inc.—Sandersville, MS 146 

Kern Oil and Refining Co.—Bakersfield, CA 147 

Blue Dolphin Energy Co—Nixon, TX 148 

Husky Energy Inc.—Lima, OH 149 

Delek Group LTD—El Dorado, AK 150 

Sinclair Oil Corp.—Evansville, WY 151 

World Oil Co—South Gate, CA 152 

Marathon Petroleum Corp.—Robinson, IL 153 

Marathon Petroleum Corp.—Catlettsburg, KY 154 

Marathon Petroleum Corp.—Canton, OH 155 

Marathon Petroleum Corp.—Texas City, TX 156 

Martin Reseource Management Grp—Smackover, AK 156 

Connacher Oil and Gas LTD—Great Falls, MT 157 

Motiva Enterprises LLC—Convent, LA 158 

Motiva Enterprises LLC—Norco, LA 159 

Motiva Enterprises LLC—Port Arthur, TX 160 

Hollyfrontier Corp.—Artesia, NM 161 

CHS Inc.—McPherson, KS 162 

Nustar Energy LP—Savanna, GA 163 

Nustar Energy LP—Paulsboro, NJ 164 

Nustar Energy LP—San Antonio, TX 165 

Alon Israel Oil Company LTD—Paramount, CA 166 

Petroleo Brasileiro SA—Pasadena, CA 167 

PBF Energy Co LLC—Paulsboro, NJ 168 

PDV American Inc.—Lemont, IL 169 

Pelican Refining Co. LLC—Lake Charles, LA 170 

Arctic Slope regional Corp.—North Pole, AK 171 

Arctic Slope regional Corp.—Valdez, AK 172 

Placid Oil Co—Port Allen, LA 173 

Vallero Energy Corp.—Memphis, TN 174 

Vallero Energy Corp.—Port Arthur, TX 175 

Greka Energy—Santa Maria, CA 176 

Royal Dutch/Shell Group—Saraland, AL 177 

Royal Dutch/Shell Group—Martinez, CA 178 

Royal Dutch/Shell Group—Saint Rose, LA 179 

Royal Dutch/Shell Group—Anacortes, WA 180 

Silver Eagle Refining Inc.—Woods Cross, UT 181 

Silver Eagle Refining Inc.—Evanston, WY 182 

Texas Oil and Chemical Co.—Silsbee, TX 183 

Northern Tier Energy LLC—Saint Paul, MN 184 

Suncor Energy Inc.—Commerce City East, CO 185 
114 

Admixture Code

Sunoco Inc.—Philadelphia, PA 186 

Tesoro Corp.—Kenai, AK 187 

Tesoro Corp.—Ewa Beach, HI 188 

Tesoro Corp.—Martinez, CA 189 

Tesoro Corp.—Wilmington, CA 190 

Tesoro Corp.—Mandan, ND 191 

Tesoro Corp.—Salt Lake City, UT 192 

Tesoro Corp.—Anacortes, WA 193 

PBF Energy Co. LLC—Toledo, OH 194 

Total SA—Port Arthur, TX 195 

BTB Refining LLC—Corpus Christi, TX 196 

Compagnie Nationale A Portefeuilli—Tacoma, WA 197 

Valero Energy Corp.—Meraux, LA 198 

Valero Energy Corp.—Sunray, TX 199 

Valero Energy Corp.—Three Rivers, TX 200 

Valero Energy Corp.—Benicia, CA 201 

Valero Energy Corp.—Wilmington Asphalt Plant, CA 202 

Valero Energy Corp.—Wilmington Refinery, CA 203 

Valero Energy Corp.—Ardmore, OK 204 

Valero Energy Corp.—Houston, TX 205 

Valero Energy Corp.—Texas City, TX 206 

Valero Energy Corp.—Norco, LA 207 

Ventura Refining and Transmission LLC—Thomas, OK 208 

Western Refining Inc.—El Paso, TX 209 

Western Refining Inc.—Bloomfield, NM 210 

Western Refining Inc.—Gallup, NM 211 

WRB Refining LP—Wood River, IL 212 

WRB Refining LP—Borger, TX 213 

CVR Energy—Wynnewood, OK 214 

Black Elk Refining LLC—New Castle, WY 215 

Note: Codes 1–93 (Oil and Gas 1989) updated October 1993; codes 94–215 (Energy Information Administration 

2012).

Table 18. Asphalt cement modifier codes. 

Modifier Code

Stone dust 01 

Lime 02 

Portland cement 03 

Carbon black 04 

Sulfur 05 

Lignin 06 

Natural latex 07 

Synthetic latex 08 

Block copolymer 09 
115 

Modifier Code

Reclaimed rubber 10 

Polyethylene 11 

Polypropylene 12 

Ethylene-vinyl acetate 13 

Polyvinyl chloride 14 

Asbestos 15 

Rock wool 16 

Polyester 17 

Manganese 18 

Other mineral salts 19 

Lead compounds 20 

Carbon 21 

Calcium salts 22 

RAs 23 

Rejuvenating oils 24 

Amines 25 

Fly ash 26 

Other 27 

Table 19. Grades of asphalt, emulsified asphalt, and cutback asphalt codes. 

Type Code

Asphalt cements — 

AC-2.5 01 

AC-5 02 

AC-10 03 

AC-20 04 

AC-30 05 

AC-40 06 

AR-1000 (AR-10 by AASHTO designation) 07 

AR-2000 (AR-20 by AASHTO designation) 08 

AR-4000 (AR-40 by AASHTO designation) 09 

AR-8000 (AR-80 by AASHTO designation) 10 

AR-16000 (AR-160 by AASHTO designation) 11 

200-300 pen 12 

120-150 pen 13 

85-100 pen 14 

60-70 pen 15 

40-50 pen 16 

Other asphalt cement grade 17 

Emulsified asphalts — 

RS-1 18 

RS-2 19 

MS-1 20 

MS-2 21 
116 

Type Code

MS-2h 22 

HFMS-1 23 

HFMS-2 24 

HFMS-2h 25 

HFMS-2s 26 

SS-1 27 

SS-1h 28 

CRS-1 29 

CRS-2 30 

CMS-2 31 

CMS-2h 32 

CSS-1 33 

CSS-1h 34 

Other emulsified asphalt grades 35 

Cutback asphalts—rapid curing, medium curing (MC), slow curing — 

30 (MC only) 36 

70 37 

250 38 

800 39 

3000 40 

Other cutback asphalt grade 99 

Notes: Taken from Manual Series No. 5 (MS-5): A Brief Introduction to Asphalt, and Specification Series No. 2 (SS2): Specifications for Paving and Industrial Asphalts (the Asphalt Institute 1974; the Asphalt Institute 1987). 

Table 20. Maintenance and rehabilitation work type codes. 

Type Code

Crack sealing (linear feet) 01 

Transverse joint sealing (linear feet) 02 

Lane-shoulder, longitudinal joint sealing (linear feet) 03 

Full-depth joint repair patching of PCC (square yards) 04 

Full-depth patching of PCC pavement other than at joint (square yards) 05 

Partial-depth patching of PCC pavement other than at joint (square yards) 06 

PCC slab replacement (square yards) 07 

PCC shoulder restoration (square yards) 08 

PCC shoulder replacement (square yards) 09 

AC shoulder restoration (square yards) 10 

AC shoulder replacement (square yards) 11 

Grinding/milling surface (square yards) 12 

Grooving surface (square yards) 13 

Pressure grout subsealing (no. of holes) 14 

Slab jacking depressions (no. of depressions) 15 

Asphalt subsealing (no. of holes) 16 

Spreading of sand or aggregate (square yards) 17 

Reconstruction (removal and replacement) (square yards) 18 
117 

Type Code

AC overlay (square yards) 19 

PCC overlay (square yards) 20 

Mechanical premix patch (using motor grader and roller) (square yards) 21 

Manual premix spot patch (hand spreading and compacting with roller) 

(square yards) 

22 

Machine premix patch (placing premix with paver, compacting with roller) 

(square yards) 

23 

Full-depth patch of AC pavement (removing damaged material, repairing 

supporting material, and repairing) (square yards) 

24 

Patch potholes—hand spread, compacted with truck (no. of holes) 25 

Skin patching (hand tools/hot pot to apply liquid asphalt and aggregate) 

(square yards) 

26 

Strip patching (using spreader and distributor to apply hot liquid asphalt and 

aggregate) (square yards) 

27 

Surface treatment, single layer (square yards) 28 

Surface treatment, double layer (square yards) 29 

Surface treatment, three or more layers (square yards) 30 

Aggregate seal coat (square yards) 31 

Sand seal coat square yards) 32 

Slurry seal coat (square yards) 33 

Fog seal coat (square yards) 34 

Prime coat (square yards) 35 

Tack coat (square yards) 36 

Dust layering (square yards) 37 

Longitudinal subdrains (linear feet) 38 

Transverse subdrainage (linear feet) 39 

Drainage blanket (square yards) 40 

Well system 41 

Drainage blankets with longitudinal drains 42 

Hot-mix recycled AC (square yards) 43 

Cold-mix recycled AC (square yards) 44 

Heater scarification, surface recycled AC (square yards) 45 

Fracture treatment of PCC pavement as base for new AC surface (square 

yards) 

46 

Fracture treatment of PCC pavement as base for new PCC surface (square 

yards) 

47 

Recycled PCC (square yards) 48 

Pressure relief joints in PCC pavements (linear feet) 49 

Joint load transfer restoration in PCC pavements (linear feet) 50 

Mill off existing AC pavement and overlay with AC (square yards) 51 

Mill off existing AC pavement and overlay with PCC (square yards) 52 

Other 53 

Partial-depth patching of PCC pavement at joints (square yards) 54 
118 

Type Code

Mill existing pavement and overlay with hot-mix recycled AC (square 

yards) 

55 

Mill existing pavement and overlay with cold-mix recycled AC (square 

yards) 

56 

Saw and seal (linear feet) 57 

Mill off existing AC pavement and overlay with WMA (square yards) 58 

WMA overlay (square yards) 59 

WMA with RAP and/or RAS (square yards) 60 

Table 21 contains maintenance location codes for the LTPP program. 

Table 21. Maintenance location codes. 

Location Code

Outside lane (number 1) 01 

Inside lane (number 2) 02 

Inside lane (number 3) 03 

All lanes 09 

Shoulder 04 

All lanes plus shoulder 10 

Curb and gutter 05 

Side ditch 06 

Culvert 07 

Other 08 

Note: LTPP only studies outside lanes.

Table 22 contains maintenance materials type codes for the LTPP program.

Table 22. Maintenance materials type codes. 

Type Code

Preformed joint fillers 01 

Hot-poured joint and crack sealer 02 

Cold-poured joint and crack sealer 03 

Open-graded AC 04 

Hot-mix AC laid hot 05 

Hot-mix AC laid cold 06 

Sand asphalt 07 

PCC (overlay replacement) — 

Joint plain (JPCP) 08 

Joint reinforced (JRCP) 09 

Continuously reinforced (CRCP) 10 

PCC (patches) 11 

Hot liquid asphalt and aggregate (seal coat) 12 

Hot liquid asphalt and mineral aggregate 13 

Hot liquid asphalt and sand 14 
119 

Type Code

Emulsified asphalt and aggregate (seal coat) 15 

Emulsified asphalt and mineral aggregate 16 

Emulsified asphalt and sand 17 

Hot liquid asphalt 18 

Emulsified asphalt 19 

Sand cement (using portland cement) 20 

Lime-treated or stabilized materials 21 

Cement-treated or stabilized materials 22 

Cement grout 23 

Aggregate (gravel, crushed stone, or slag) 24 

Sand 25 

Mineral dust 26 

Mineral filler 27 

Other 28 

—Header line.

Table 23. Recycling agent type codes. 

Type Code

RA 1 42 

RA 5 43 

RA 25 44 

RA 75 45 

RA 250 46 

RA 500 47 

Other 48 

Note: The RA groups shown in this table are defined in ASTM D4552 (ASTM 2020e). 

Table 24. Antistripping agent type codes. 

Type Code

Permatac 01 

Permatac Plus 02 

Betascan Roads 03 

PaveBond® 04 

PaveBond Special 05 

PaveBond Plus 06 

BA 2000 07 

BA 2001 08 

Unichem “A” 09 

Unichem “B” 10 

Unichem “C” 11 

AS4115 12 

AS4112 13 

AS4113 14 

Portland cement 15 
120 

Type Code

Hydrated lime: — 

Mixed dry with asphalt cement 16 

Mixed dry with dry aggregate 17 

Mixed dry with wet aggregate 18 

Slurried lime mixed with aggregate 19 

Hot lime slurry (quick lime slaked and slurried at job site) 20 

No-Strip Chemicals A-500 21 

No-Strip Chemical Works ACRA RP-A 22 

No-Strip Chemical Works ACRA Super Conc. 23 

No-Strip Chemical Works ACRA 200 24 

No-Strip Chemical Works ACRA 300 25 

No-Strip Chemical Works ACRA 400 26 

No-Strip Chemical Works ACRA 500 27 

No-Strip Chemical Works ACRA 512 28 

No-Strip Chemical Works ACRA 600 29 

Darakote® 30 

De Hydro H86C 31 

Emery 17065 32 

Emery 17319 33 

Emery 17319–6880 34 

Emery 17320 35 

Emery 17321 36 

Emery 17322 37 

Emery 17339 38 

Emery 1765–6860 39 

Emery 6886B 40 

Husky Anti-Strip 41 

Indulin AS-Special 42 

Indulin AS-1 43 

Jetco AD-8 44 

Kling® 45 

Kling-Beta ZP-251 46 

Kling-Beta L-75 47 

Kling-Beta LV 48 

Kling-Beta 1000 49 

Kling-Beta 200 50 

Nacco Anti-Strip 51 

No Strip 52 

No Strip Concentrate 53 

Redi-Coat 80-S 54 

Redi-Coat 82-S 55 

Silicone 56 

Super AD-50 57 

Tap Co 206 58 
121 

Type Code

Techni H1B7175 59 

Techni H1B7173 60 

Techni H1B7176 61 

Techni H1B7177 62 

TretoliteTM DH-8 63 

Tretolite H-86 64 

Tretolite H-86C 65 

Tyfo A-45 66 

Tyfo A-65 67 

Tyfo A-40 68 

Edoco 7003 69 

Other 70 

No antistripping agent used 00 

AS = AquashieldTM.

Table 25. Distress types. 

Type Code

AC pavement — 

Alligator cracking 01 

Block cracking 02 

Edge cracking 03 

Longitudinal cracking 04 

Reflection cracking 05 

Transverse cracking 06 

Patch deterioration 07 

Potholes 08 

Rutting 09 

Shoving 10 

Bleeding 11 

Polished aggregate 12 

Raveling and weathering 13 

Lane shoulder dropoff 14 

Water bleeding 15 

Pumping 16 

Other 17 

PCC pavement — 

Corner breaks 20 

Durability cracking 21 

Longitudinal cracking 22 

Transverse cracking 23 

Joint seal damage 24 

Spalling 25 

Map cracking/scaling 26 

Polished aggregate 27 
122 

Type Code

Popouts 28 

Punchouts 29 

Blowouts 30 

Faulting 31 

Lane/shoulder dropoff 32 

Lane/shoulder separation 33 

Patch deterioration 34 

Water bleeding/pumping 35 

Slab settlement 36 

Slab upheaval 37 

Other 38 

—Header line.

Table 26. Route signing codes. 

Type Code

Not signed 1 

Interstate 2 

United States 3 

State 4 

Off-interstate business marker 5 

County 6 

Township 7 

Municipal 8 

Parkway marker or forest route marker 9 

None of the above 10 

Table 27. Ownership codes. 

Type Code

State HA 1 

County HA 2 

Town or township HA 3 

City or municipal HA 4 

State park, forest, or reservation agency 11 

Local park, forest, or reservation agency 12 

Other State agency 21 

Other local agency 25 

Private (other than railroad) 26 

Railroad 27 

State toll road 31 

Local toll authority 32 

Other public instrumentality (i.e., airport) 40 

Indian Tribe Nation 50 

Other Federal agency 60 
123 

Type Code

Bureau of Indian Affairs 62 

U.S. Fish and Wildlife Service 63 

U.S. Forest Service 64 

National Park Service 66 

Tennessee Valley Authority 67 

Bureau of Land Management 68 

Bureau of Reclamation 69 

U.S. Army Corps of Engineers 70 

U.S. Air Force 72 

U.S. Navy/Marines 73 

U.S. Army 74 

Other 80 

Table 28. Turn lane codes. 

Type Code

No intersection where a right turning movement is permitted exists on the 

section 

1 

Turns permitted; multiple exclusive right-turning lanes exist. Through 

movements are prohibited in these lanes. Multiple turning lanes allow for 

simultaneous turns from all turning lanes 

2 

Turns permitted; a continuous exclusive right-turning lane exists from 

intersection to intersection. Through movements are prohibited in this lane 

3 

Turns permitted; a single exclusive right-turning lane exists 4 

Turns permitted; no exclusive right-turning lanes exist 5 

No right turns are permitted during the peak period 6 

Table 29 contains widening obstacle codes for the LTPP program. 

Table 29. Widening obstacles codes. 

Type Code

No obstacles X 

Dense development A 

Major transportation facilities B 

Other public facilities C 

Terrain restrictions D 

Historic and archaeological sites E 

Environmentally sensitive areas F 

Parkland G 

The types of widening obstacles are defined as follows: 

• No obstacles—No obstacles to widening. 
124 

• Dense development—Refers to the density and size of buildings to be acquired, the 

number of people that would need to be relocated, and the number of businesses that 

would need to be acquired. (Even though dense development may be higher in urban 

areas, such development should not be used as an obstacle for all urban areas and should 

be evaluated relative to the conditions in the area where the section is located.) 

• Major transportation facilities—Includes major rail lines, canals, airports, and major 

natural gas and oil pipelines whose location relative to the roadway section would limit 

expansion of the existing roadway. 

• Other public facilities—Includes hospitals, museums, libraries, major public office 

buildings, schools, and universities. 

• Terrain restrictions—Relates to geographic features that would make it very difficult to 

add lanes, requiring significant excavation, fill, or tunneling (which applies to both 

horizontal and vertical terrain restrictions). 

• Historic and archaeological sites—Includes such things as historic buildings, historic 

land, large monuments, cemeteries, and known archaeological sites. 

• Environmentally sensitive areas—Includes such areas as scenic landmarks, wetlands, 

bodies of water, and areas inhabited or used by protected species. Scenic routes and 

byways are included in the category and are those national and State routes that have 

been identified and listed as official designations. 

• Parkland—Includes national, State, and local parks. 
125 

APPENDIX B. DEVIATION REPORTS

Appendix B contains blank copies of the deviation report. Deviation reports will contain the 

following: 

• Project summary sheet—The project summary sheet will summarize the classification 

information in terms of: 

o Experiment number. 

o State or Province. 

o LTPP region (western, southern, north Atlantic, and north central). 

o Climate zone (dry, freeze, no freeze, etc.). 

o Subgrade classification (fine or coarse). 

o Construction start and end dates. 

The project summary sheet will also note if deviations in the site location or construction 

occurred. Data collection and processing status along with report status is also included. 

• Site location guideline deviations—Site location guideline deviations will contain a 

summary on any deviation from the site location guidelines on individual or all test 

sections within the SPS-10 project. Engineering judgment will be used to evaluate the 

impact of nonuniformities and deviations on test section performance. 

• Construction guideline deviations—Construction guideline deviations will contain a 

summary on any deviation from the construction guidelines on individual or all test 

sections within the SPS-10 project. Engineering judgment will be used to evaluate the 

impact of nonuniformities and deviations on test section performance. 

• Data collection and materials sampling and testing deviations—Data collection and 

materials sampling and testing deviations will contain a summary on any deviation from 

the data collection and materials sampling and testing on individual or all test sections 

within the SPS-10 project. Engineering judgment will be used to evaluate the impact of 

nonuniformities and deviations on test section performance. 

• Other deviations—Other deviations will contain a summary on any deviations not 

covered by the previous sections of the deviation report. 
126 

LTPP SPS-10 Project Deviation Report

Project Summary Sheet

State Code __ __ 

Project Code __ __ __ __ 

Project Classification Information

SPS Experiment Number: State or Province

LTPP Region: ☐ North Atlantic ☐ North Central ☐ Southern ☐ Western

Climate Zone: ☐ Dry Freeze ☐ Dry No-Freeze ☐ Wet Freeze ☐ Wet No-Freeze

Traffic: ☐ High ☐ Low

Construction Start Date: Construction End Date: 

Deviation Summary 

Site Location Deviations: ☐ No Deviations ☐ Minor Deviations ☐ Significant Deviations

Construction Deviations: ☐ No Deviations ☐ Minor Deviations ☐ Significant Deviations

Data Collection and Processing Status Summary

Inventory Data: ☐ Complete Submission ☐ Incomplete ☐ Data Not Available ☐ N/A

Materials Data: ☐ All Scheduled Samples Obtained and Tested ☐ Incomplete/No Test Data

Construction Data: ☐ All Required Data Obtained ☐ Incomplete/Missing Data Elements

Historical Traffic Data: ☐ All Required Historical Estimates Submitted

☐ Required Estimates Not Submitted ☐ N/A

Traffic Monitoring Equipment (installed onsite): ☐ WIM ☐ Automated Vehicle Classification

☐ Automatic Traffic Recorder ☐ No Equipment Installed

Traffic Monitoring: ☐ Preferred ☐ Continuous ☐ Minimum ☐ Below Minimum ☐ Site Related

Traffic Monitoring Data: ☐ Monitoring Data Submitted ☐ No Monitoring Data Submitted 

FWD Measurements: ☐ Preconstruction Tests Performed ☐ Construction Tests Performed 

☐ Postconstruction Tests Performed 

Profile/Texture Measurements: ☐ Preconstruction Tests Performed ☐ Postconstruction Tests Performed

Distress Measurements: ☐ Preconstruction Tests Performed ☐ Postconstruction Tests Performed

Rehabilitation Data: ☐ Complete Submission ☐ Incomplete ☐ Data Not Available ☐ N/A

Report Status

Materials Sampling and Test Plan: ☐ Document Prepared ☐ Final Submitted to FHWA 

Construction Report: ☐ Document Prepared ☐ Final Submitted to FHWA 

Page of Preparer: Date: 
127 

LTPP SPS-10 Project Deviation Report

Site Location Guideline Deviations

State Code __ __ 

Project Code __ __ __ __ 

☐ Comments Pertain to All Test Sections on Project

☐ Comments Pertain Only to Section(s) (specify): 

Site Location Guidelines Deviation Comments: 

Page of Preparer: Date: 
128 

LTPP SPS-10 Project Deviation Report

Construction Guideline Deviations

State Code __ __ 

Project Code __ __ __ __ 

☐ Comments Pertain to All Test Sections on Project

☐ Comments Pertain Only to Section(s) (specify): 

Construction Guidelines Deviation Comments: 

Page of Preparer: Date: 
129 

LTPP SPS-10 Project Deviation Report

Data Collection and Materials 

Sampling and Testing Deviations

State Code __ __ 

Project Code __ __ __ __ 

☐ Comments Pertain to All Test Sections on Project

☐ Comments Pertain Only to Section(s) (specify): 

Data Collection and Materials Sampling and Testing Comments: 

Page of Preparer: Date: 
130 

LTPP SPS-10 Project Deviation Report

Other Deviations

State Code __ __ 

Project Code __ __ __ __ 

☐ Comments Pertain to All Test Sections on Project

☐ Comments Pertain Only to Section(s) (specify): 

Other Deviation Comments: 

Page of Preparer: Date: 
131 

REFERENCES

AASHTO. 1966. Standard Method of Test for Determination of the Strength of Soil-Lime 

Mixtures. AASHTO T220. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 1970. Standard Method of Test for Strength Parameters of Soils by Triaxial 

Compression. AASHTO T234. Washington, DC: American Association of State 

Highway and Transportation Officials. 

AASHTO. 1981b. Standard Method of Test for Determining Expansive Soils. AASHTO T258.

Washington, DC: American Association of State Highway and Transportation Officials. 

AASHTO. 1986a. AASHTO Guide for Design of Pavement Structures. Washington, DC: 

American Association of State Highway and Transportation Officials.

AASHTO. 1986b. Standard Method of Test for Density of Soil In-Place by the Rubber-Balloon 

Method. AASHTO T205. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 1986c. Standard Method of Test for Soil Suction. AASHTO T273. Washington, DC: 

American Association of State Highway and Transportation Officials.

AASHTO. 1990. Standard Method of Test for Repetitive Static Plate Load Tests of Soils and 

Flexible Pavement Components for Use in Evaluation and Design of Airport and 

Highway Pavements. AASHTO T221. Washington, DC: American Association of State 

Highway and Transportation Officials. 

AASHTO. 1991. Standard Specification for Classification of Soils and Soil-Aggregate Mixtures 

for Highway Construction Purposes. AASHTO M145. Washington, DC: American 

Association of State Highway and Transportation Officials. 

AASHTO. 1997. Standard Method of Test for Density of Soil and Soil-Aggregate In-Place by 

Nuclear Methods (Shallow Depth). AASHTO T238. Washington, DC: American 

Association of State Highway and Transportation Officials. 

AASHTO. 1998. Standard Test Method for Determining the Rheological Properties of Asphalt 

Binder Using a Dynamic Shear Rheometer (DSR). AASHTO TP5. Washington, DC: 

American Association of State Highway and Transportation Officials. 

AASHTO. 1999. Standard Method of Test for Soundness of Aggregate by Use of Sodium Sulfate 

or Magnesium Sulfate. AASHTO T104. Washington, DC: American Association of State 

Highway and Transportation Officials.

AASHTO. 2000. Standard Method of Test for Clay Lumps and Friable Particles in Aggregate. 

AASHTO T112. Washington, DC: American Association of State Highway and 

Transportation Officials.
132 

AASHTO. 2002a. Standard Method of Test for Resistance to Degradation of Small-Size Coarse 

Aggregate by Abrasion and Impact in the Los Angeles Machine. AASHTO T96.

Washington, DC: American Association of State Highway and Transportation Officials. 

AASHTO. 2002b. Standard Method of Test for Effect of Water on Compressive Strength of 

Compacted Bituminous Mixtures. AASHTO T165. Washington, DC: American 

Association of State Highway and Transportation Officials. 

AASHTO. 2008. Standard Method of Test for Soundness of Aggregates by Freezing and 

Thawing. AASHTO T103. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2009a. Standard Method of Test for Ductility of Asphalt Materials. AASHTO T51.

Washington, DC: American Association of State Highway and Transportation Officials. 

AASHTO. 2009b. Standard Method of Test for Specific Gravity of Semi-Solid Asphalt Materials. 

AASHTO T228. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 2010a. Standard Method of Test for Compressive Strength of Hot Mix Asphalt. 

AASHTO T167. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 2010b. Standard Method of Test for Resistance to Deformation and Cohesion of Hot 

Mix Asphalt (HMA) by Means of Hveem Apparatus. AASHTO T246. Washington, DC: 

American Association of State Highway and Transportation Officials.

AASHTO. 2011. Standard Method of Test for Softening Point of Bitumen (Ring-and-Ball 

Apparatus). AASHTO T53. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2012. Standard Specification for Air-Entraining Admixtures for Concrete. AASHTO 

M154. Washington, DC: American Association of State Highway and Transportation 

Officials.

AASHTO. 2013a. Standard Specification for Chemical Admixtures for Concrete. AASHTO 

M194. Washington, DC: American Association of State Highway and Transportation 

Officials.

AASHTO. 2013b. Standard Method of Test for Specific Gravity and Absorption of Fine 

Aggregate. AASHTO T84. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2013c. Standard Method of Test for Determining the Liquid Limit of Soils. AASHTO 

T89. Washington, DC: American Association of State Highway and Transportation 

Officials.
133 

AASHTO. 2013d. Standard Method of Test for the CA Bearing Ratio. AASHTO T193.

Washington, DC: American Association of State Highway and Transportation Officials. 

AASHTO. 2014a. Standard Method of Test for Specific Gravity and Absorption of Coarse 

Aggregate. AASHTO T85. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2014b. Standard Method of Test for Quantitative Extraction of Asphalt Binder from 

Hot Mix Asphalt (HMA). AASHTO T164. Washington, DC: American Association of 

State Highway and Transportation Officials. 

AASHTO. 2014c. Standard Method of Test for Resistance R-Value and Expansion Pressure of 

Compacted Soils. AASHTO T190. Washington, DC: American Association of State 

Highway and Transportation Officials. 

AASHTO. 2014d. Standard Method of Test for Density of Soil In-Place by the Sand-Cone 

Method. AASHTO T191. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 2014e. Standard Method of Test for Resistance of Compacted Asphalt Mixtures to 

Moisture-Induced Damage. AASHTO T283. Washington, DC: American Association of 

State Highway and Transportation Officials. 

AASHTO. 2015a. Standard Method of Test for Specific Gravity of Soils. AASHTO T100.

Washington, DC: American Association of State Highway and Transportation Officials. 

AASHTO. 2015b. Standard Method of Test for Obtaining and Testing Drilled Cores and Sawed 

Beams of Concrete. AASHTO T24M/T 24. Washington, DC: American Association of 

State Highway and Transportation Officials. 

AASHTO. 2015c. Standard Method of Test for Penetration of Bituminous Materials. AASHTO 

T49. Washington, DC: American Association of State Highway and Transportation 

Officials.

AASHTO. 2015d. Standard Method of Test for Kinematic Viscosity of Asphalts (Bitumens). 

AASHTO T201. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 2015e. Standard Method of Test for Viscosity of Asphalts by Vacuum Capillary 

Viscometer. AASHTO T202. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2015f. Standard Method of Test for Resistance to Plastic Flow of Asphalt Mixtures 

Using Marshall Apparatus. AASHTO T245. Washington, DC: American Association of 

State Highway and Transportation Officials. 

AASHTO. 2015g. Standard Method of Test for Determining the Dynamic Modulus and Flow 

Number for Asphalt Mixtures Using the Asphalt Mixture Performance Tester (AMPT). 
134 

AASHTO TP79. Washington, DC: American Association of State Highway and 

Transportation Officials.

AASHTO. 2018. Standard Method of Test for Accelerated Polishing of Aggregates Using the 

British Wheel. AASHTO T279. Washington, DC: American Association of State 

Highway and Transportation Officials. 

AASHTO. 2019a. Standard Specification for Coal Fly Ash and Raw or Calcined Natural 

Pozzolan for Use in Concrete. AASHTO M295. Washington, DC: American Association 

of State Highway and Transportation Officials. 

AASHTO. 2019b. Standard Method of Test for Moisture–Density Relations of Soils Using a 

2.5-kg (5.5-lb) Rammer and a 305-mm (12-in.) Drop. AASHTO T99. Washington, DC: 

American Association of State Highway and Transportation Officials.

AASHTO. 2019c. Standard Method of Test for Moisture–Density Relations of Soil–Cement 

Mixtures. AASHTO T134. Washington, DC: American Association of State Highway 

and Transportation Officials. 

AASHTO. 2019d. Standard Method of Test for Hamburg Wheel-Track Testing of Compacted 

Asphalt Mixtures. AASHTO T324. AASHTO T324. Washington, DC: American 

Association of State Highway and Transportation Officials.

AASHTO. 2020a. Standard Method of Test for Moisture–Density Relations of Soils Using a 

4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop. AASHTO T180. Washington, DC: 

American Association of State Highway and Transportation Officials.

AASHTO. 2020b. Standard Method of Test for Theoretical Maximum Specific Gravity (Gmm) 

and Density of Asphalt Mixtures. AASHTO T209. Washington, DC: American 

Association of State Highway and Transportation Officials. 

AASHTO. 2020c. Standard Method of Test for Determining the Plastic Limit and Plasticity 

Index of Soils. AASHTO T90. Washington, DC: American Association of State Highway 

and Transportation Officials. 

The Asphalt Institute. 1974. Manual Series No. 5 (MS-5): A Brief Introduction to Asphalt. 

Lexington, KY: The Asphalt Institute. 

The Asphalt Institute. 1987. Specification Series No. 2 (SS-2): Specifications for Paving and 

Industrial Asphalts. Lexington, KY: The Asphalt Institute. 

ASTM. 1963. Standard Test Method for Particle-Size Analysis of Soils. ASTM D422. West 

Conshohocken, PA: ASTM International. 

ASTM. 1969. Test Method for Relative Density of Cohesionless Soils. ASTM D2049. West 

Conshohocken, PA: ASTM International. 
135 

ASTM. 1978. Standard Test Method for Bearing Ratio of Laboratory Compacted Soil-Lime 

Mixtures. ASTM D3668. West Conshohocken, PA: ASTM International. 

ASTM. 1989. Standard Test Method for Resistance of Plastic Flow of Bituminous Mixtures 

Using Marshall Apparatus. ASTM D1559. West Conshohocken, PA: ASTM 

International. 

ASTM. 1994. Standard Practice for Evaluation of Frost Resistance of Coarse Aggregates in AirEntrained Concrete by Critical Dilation Procedures. ASTM C682. West Conshohocken, 

PA: ASTM International.

ASTM. 1997. Standard Test Method for Potential Volume Change of Cement-Aggregate 

Combinations. ASTM C342. West Conshohocken, PA: ASTM International. 

ASTM. 2007a. Standard Test Method for Bulk Specific Gravity and Density of Compacted 

Bituminous Mixtures Using Coated Samples. ASTM D1188. West Conshohocken, PA: 

ASTM International. 

ASTM. 2007b. Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates 

(Chemical Method). ASTM C289. West Conshohocken, PA: ASTM International. 

ASTM. 2009. Standard Test Method for Repetitive Static Plate Load Tests of Soils and Flexible 

Pavement Components, for Use in Evaluation and Design of Airport and Highway 

Pavements. ASTM D1195. West Conshohocken, PA: ASTM International. 

ASTM. 2010a. Standard Test Method for Determining the Permanent Shear Strain and Complex 

Shear Modulus of Asphalt Mixtures Using the Superpave Shear Tester (SST). ASTM 

D7312. West Conshohocken, PA: ASTM International. 

ASTM. 2010b. Standard Test Method for Potential Alkali Reactivity of Cement-Aggregate 

Combinations (Mortar-Bar Method). ASTM C227. West Conshohocken, PA: ASTM 

International. 

ASTM. 2011a. Standard Test Method for Effect of Water on Compressive Strength of Compacted 

Bituminous Mixtures. ASTM D1075. West Conshohocken, PA: ASTM International. 

ASTM. 2011b. Standard Practice for the Accelerated Polishing of Aggregates Using the British 

Wheel. ASTM D3319. West Conshohocken, PA: ASTM International. 

ASTM. 2012. Standard Test Method for Nonrepetitive Static Plate Load Tests of Soils and 

Flexible Pavement Components, for Use in Evaluation and Design of Airport and 

Highway Pavements. ASTM D1196. West Conshohocken, PA: ASTM International. 

ASTM. 2014a. Standard Test Method for Softening Point of Bitumen (Ring-and-Ball Apparatus). 

ASTM D36. West Conshohocken, PA: ASTM International. 

ASTM. 2014b. Standard Test Method for Density of Bituminous Concrete in Place by Nuclear 

Methods. ASTM D2950. West Conshohocken, PA: ASTM International. 
136 

ASTM. 2014c. Standard Test Method for Rapid Determination of Carbonate Content of Soils. 

ASTM D4373. West Conshohocken, PA: ASTM International. 

ASTM. 2015a. Standard Test Method for Relative Density (Specific Gravity) and Absorption of 

Coarse Aggregate. ASTM C127. West Conshohocken, PA: ASTM International. 

ASTM. 2015b. Standard Test Method for Relative Density (Specific Gravity) and Absorption of 

Fine Aggregate. ASTM C128. West Conshohocken, PA: ASTM International. 

ASTM. 2015c. Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone 

Method. ASTM D1556. West Conshohocken, PA: ASTM International.

ASTM. 2015d. Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber 

Balloon Method. ASTM D2167. West Conshohocken, PA: ASTM International. 

ASTM. 2015e. Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test 

on Cohesive Soils. ASTM D2850. West Conshohocken, PA: ASTM International. 

ASTM. 2015f. Standard Test Methods for Resistance to Deformation and Cohesion of Asphalt 

Mixtures by Means of Hveem Apparatus. ASTM D1560. West Conshohocken, PA: 

ASTM International.

ASTM. 2016a. Standard Test Method for CA Bearing Ratio (CBR) of Laboratory-Compacted 

Soils. ASTM D1883. West Conshohocken, PA: ASTM International. 

ASTM. 2016b. Standard Test Method for Resistance to Degradation of Large-Size Coarse 

Aggregate by Abrasion and Impact in the Los Angeles Machine. ASTM C535. West 

Conshohocken, PA: ASTM International. 

ASTM. 2017a. Standard Test Method for Clay Lumps and Friable Particles in Aggregates. 

ASTM C142. West Conshohocken, PA: ASTM International. 

ASTM. 2017b. Standard Test Method for Ductility of Asphalt Materials. ASTM D113. West 

Conshohocken, PA: ASTM International. 

ASTM. 2017c. Standard Test Method for Compressive Strength of Asphalt Mixtures. ASTM 

D1074. West Conshohocken, PA: ASTM International. 

ASTM. 2017d. Standard Test Methods for Quantitative Extraction of Asphalt Binder from 

Asphalt Mixtures. ASTM D2172. West Conshohocken, PA: ASTM International. 

ASTM. 2017e. Standard Test Methods for Compressive Strength of Molded Soil-Cement 

Cylinders. ASTM D1633. West Conshohocken, PA: ASTM International. 

ASTM. 2017f. Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of 

Soils. ASTM D4318. West Conshohocken, PA: ASTM International. 
137 

ASTM. 2018a. Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or 

Magnesium Sulfate. ASTM C88. West Conshohocken, PA: ASTM International. 

ASTM. 2018b. Standard Test Method for Density of Semi-Solid Asphalt Binder (Pycnometer 

Method). ASTM D70. West Conshohocken, PA: ASTM International. 

ASTM. 2018c. Standard Test Method for Viscosity of Asphalts by Vacuum Capillary Viscometer. 

ASTM D2171. West Conshohocken, PA: ASTM International. 

ASTM. 2018d. Standard Test Method for Kinematic Viscosity of Asphalts. ASTM D2170. West 

Conshohocken, PA: ASTM International. 

ASTM. 2018e. Standard Test Method for Resistance R-Value and Expansion Pressure of 

Compacted Soils. ASTM D2844. West Conshohocken, PA: ASTM International. 

ASTM. 2019a. Standard Test Method for Potential Alkali Reactivity of Carbonate Rocks as 

Concrete Aggregates (Rock-Cylinder Method). ASTM C586. West Conshohocken, PA: 

ASTM International. 

ASTM. 2019b. Standard Test Methods for Moisture-Density (Unit Weight) Relations of SoilCement Mixtures. ASTM D558. West Conshohocken, PA: ASTM International. 

ASTM. 2019c. Standard Test Method for Theoretical Maximum Specific Gravity and Density of 

Asphalt Mixtures. ASTM D2041. West Conshohocken, PA: ASTM International. 

ASTM. 2019d. Standard Test Method for Effect of Heat and Air on a Moving Film of Asphalt 

(Rolling Thin-Film Oven Test). ASTM D2872. West Conshohocken, PA: ASTM 

International. 

ASTM. 2020a. Standard Test Method for Resistance to Degradation of Small-Size Coarse 

Aggregate by Abrasion and Impact in the Los Angeles Machine. ASTM C131. West 

Conshohocken, PA: ASTM International. 

ASTM. 2020b. Standard Test Method for Penetration of Bituminous Materials. ASTM D5. West 

Conshohocken, PA: ASTM International. 

ASTM. 2020c. Standard Test Method for Effects of Heat and Air on Asphaltic Materials (ThinFilm Oven Test). ASTM D1754. West Conshohocken, PA: ASTM International. 

ASTM. 2020d. Standard Practices for Preparation of Test Specimens of Asphalt-Stabilized Soils. 

ASTM D4223. West Conshohocken, PA: ASTM International. 

ASTM. 2020e. Standard Classification for Hot-Mix Recycling Agents. ASTM D4552. West 

Conshohocken, PA: ASTM International. 

ASTM. 2021. Standard Test Method for Expansion Index of Soils. ASTM D4829. West 

Conshohocken, PA: ASTM International. 
138 

ASTM. 2021b. Standard Test Method for Bulk Specific Gravity and Density of Non-Absorptive 

Compacted Asphalt Mixtures. ASTM D2726. West Conshohocken, PA: ASTM 

International. 

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Recyclable

Recommended Citation: Federal Highway Administration, Long-Term Pavement Performance 

Warm-Mix Asphalt Study Final Report, Volume VI : SPS-10 Materials Sampling and Testing 

Requirements (Washington, DC: 2023) https://doi.org/10.21949/1521918