H - UFGS 32 12 15.13 Asphalt Paving for Airfields.pdf

USACE / NAVFAC / AFCEC / NASA UFGS-32 12 15.13 (November 2020)

Preparing Activity: USACE Superseding

UFGS-32 12 15.13 (November 2017)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated October 2021

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 12 15.13

ASPHALT PAVING FOR AIRFIELDS

11/20

PART 1 GENERAL

1.1 FULL PAYMENT

1.1.1 Method of Measurement

1.1.2 Basis of Payment

1.2 PERCENT PAYMENT

1.2.1 Mat and Joint Densities

1.2.2 Pay Factor Based on In-place Density

1.2.3 Payment Adjustment for Smoothness (Final Wearing Surface Only)

1.2.3.1 Profilograph Testing

1.2.4 Laboratory Air Voids and Theoretical Maximum Density

1.2.4.1 Mean Absolute Deviation

1.2.5 Pay Factor Based on Plan Grade

1.3 REFERENCES

1.4 SUBMITTALS

1.5 CONTRACTOR QUALITY CONTROL STAFF

1.6 ACCEPTANCE

1.6.1 Acceptability of Work

1.6.2 Acceptance Requirements

1.6.3 Pavement Lots

1.6.4 Sublot Sampling

1.6.5 Additional Sampling and Testing

1.6.6 Theoretical Maximum Density (TMD)

1.6.7 Laboratory Air Voids

1.6.8 In-place Density

1.6.9 Surface Smoothness

1.6.9.1 Smoothness Requirements

1.6.9.1.1 Straightedge Testing

1.6.9.1.2 Profilograph Testing

1.6.9.2 Testing Method

1.6.9.2.1 Straightedge Testing

1.6.9.2.2 Profilograph Testing

1.6.9.2.3 Bumps ("Must Grind" Areas)

1.6.10 Plan Grade

SECTION 32 12 15.13 Page 1

1.6.11 Laboratory Accreditation and Validation

1.7 ENVIRONMENTAL REQUIREMENTS

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Asphalt Mixing Plant

2.1.1.1 Truck Scales

2.1.1.2 Inspection of Plant

2.1.1.3 Storage Silos

2.1.2 Hauling Equipment

2.1.3 Material Transfer Vehicle (MTV)

2.1.4 Asphalt Pavers

2.1.4.1 Receiving Hopper

2.1.4.2 Automatic Grade Controls

2.1.5 Rollers

2.1.6 Diamond Grinding

2.2 AGGREGATES

2.2.1 Coarse Aggregate

2.2.2 Fine Aggregate

2.2.3 Mineral Filler

2.2.4 Aggregate Gradation

2.3 ASPHALT BINDER

2.4 WARM-MIX ASPHALT TECHNOLOGIES/PRODUCTS

2.5 MIX DESIGN

2.5.1 JMF Requirements

2.5.2 Adjustments to JMF

2.6 RECLAIMED ASPHALT PAVEMENT

2.6.1 RAP Aggregates and Asphalt Binder

2.6.2 RAP Mix

PART 3 EXECUTION

3.1 CONTRACTOR QUALITY CONTROL

3.1.1 General Quality Control Requirements

3.1.2 Testing Laboratory

3.1.3 Quality Control Testing

3.1.3.1 Asphalt Content

3.1.3.2 Aggregate Properties

3.1.3.3 Temperatures

3.1.3.4 Moisture Content of Aggregate

3.1.3.5 Moisture Content of Mixture

3.1.3.6 Laboratory Air Voids, TMD, and VMA VMA, and Marshall

Stability and Flow

3.1.3.7 In-Place Density

3.1.3.8 Grade and Smoothness

3.1.3.9 Additional Testing

3.1.3.10 QC Monitoring

3.1.4 Sampling

3.1.5 Control Charts

3.2 PREPARATION OF ASPHALT BINDER MATERIAL

3.3 PREPARATION OF MINERAL AGGREGATE

3.4 PREPARATION OF ASPHALT MIXTURE

3.5 PREPARATION OF THE UNDERLYING SURFACE

3.6 TEST SECTION

3.6.1 Sampling and Testing for Test Section

3.6.2 Additional Test Sections

3.7 TRANSPORTING AND PLACING

3.7.1 Transporting

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3.7.2 Placing

3.8 COMPACTION OF MIXTURE

3.8.1 General

3.8.2 Segregation

3.9 JOINTS

3.9.1 Transverse Joints

3.9.2 Longitudinal Joints

3.9.3 Asphalt Pavement-Portland Cement Concrete Joints

-- End of Section Table of Contents --

SECTION 32 12 15.13 Page 3

USACE / NAVFAC / AFCEC / NASA UFGS-32 12 15.13 (November 2020)

Preparing Activity: USACE Superseding

UFGS-32 12 15.13 (November 2017)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated October 2021

SECTION 32 12 15.13

ASPHALT PAVING FOR AIRFIELDS

11/20

NOTE: This guide specification covers the requirements for bituminous intermediate and wearing courses (central-plant hot-mix and warm-mix) for airfields using Marshall or Gyratory compaction method.

Adhere to UFC 1-300-02 Unified Facilities Guide Specifications (UFGS) Format Standard when editing this guide specification or preparing new project specification sections. Do not edit or rewrite the unbracketed text without the express consent of the Corps of Engineers Transportation Systems Center (TSMCX), the Air Force Civil Engineer Center (AFCEC) pavement subject matter expert (SME), or the Naval Facilities Engineering Command (NAVFAC). Edit bracketed items by choosing applicable item(s) or inserting appropriate text.

Comments, suggestions and recommended changes for this guide specification are welcome and should be submitted as a Criteria Change Request (CCR).

PART 1 GENERAL

NOTE: Modifications must be made within bracketed items to this guide specification during conversion to a project specification in accordance with the NOTES which are located throughout the document.

These NOTES are instructions to the designer, and will not appear in the project specification.

Specifications developed for Corps of Engineers managed projects must be edited in accordance with ER 1110-34-1 Engineering and Design Transportation Systems Mandatory Center of Expertise (Section 11, 12, App A, B, C).

SECTION 32 12 15.13 Page 4

This guide specification only pertains to the hot-mix and warm-mix asphalt pavement aspects of the project and not to any surface preparation requirements dealing with aggregate base courses, milling, or tack and prime coats. Cover surface preparation requirements by adding pertinent sections to the project documents.

This specification utilizes a Quality Assurance and Quality Control (QA/QC) construction management philosophy. Quality Assurance refers to the actions performed by the Government or designated representative to assure the final product meets the job requirements. This specification has been developed for QC testing to be used as a basis of pay. It is recommended that the Government's QA testing include a minimum of 5 percent of the QC tests performed by the Contractor. Results of QC testing are the basis for pay unless there are discrepancies between QC and QA testing. Quality Control also refers to the actions of the Contractor to monitor the construction and production processes and to correct these processes when out of control.

Results of QC testing are reported daily on the process control charts maintained by the Contractor. Quality Control is covered in paragraph CONTRACTOR QUALITY CONTROL STAFF and paragraph

CONTRACTOR QUALITY CONTROL.

1.1 FULL PAYMENT

1.1.1 Method of Measurement

NOTE: For unit-price contracts, include first bracketed statements and delete the second set. For lump sum contracts, delete the first bracketed statements and include the second set.

Do not delete PART 1 for lump sum Contracts.

[The amount paid for will be the number of metric tons of hot-mixwarm-mix asphalt pavement mixture used in the accepted work. Hot-mixWarm-mix asphalt pavement mixture shall be weighed after mixing. No separate payment will be made for weight of asphalt binder material incorporated herein.] [Utilize the quantity of hot-mixwarm-mix asphalt pavement, per ton placed and accepted, for the purposes of assessing the pay factors stipulated below.]

1.1.2 Basis of Payment

NOTE: For unit-price contracts, include first bracketed statements and delete the second set. For lump sum contracts, delete the first bracketed statements and include the second set. Include

SECTION 32 12 15.13 Page 5 prescriptive unit price based on the Government estimate for payment adjustment. Lump sum contracts should not be used when the job exceeds 1000 metric tons tons.

[Quantities of hot-mixwarm-mix asphalt pavement, determined as specified above, will be paid for at respective contract unit prices or at reduced prices adjusted in accordance with paragraphs PERCENT PAYMENT and ACCEPTANCE. Payment will constitute full compensation for furnishing all materials, equipment, plant, and tools; and for all labor and other incidentals necessary to complete work required by this section of the specification.] [The measured quantity of hot-mixedwarm-mixed asphalt pavement will be paid for and included in the lump sum contract price. If less than 100 percent payment is due based on the pay factors stipulated in paragraph PERCENT PAYMENT and ACCEPTANCE, a unit price of [_____] per ton will be used for purposes of calculating the payment reduction.]

1.2 PERCENT PAYMENT

NOTE: The basis of pay testing includes material tests to determine laboratory air voids, in-place density, smoothness and plan grade which are needed to determine percent payment.

When a lot of material fails to meet the specification requirements for 100 percent pay as outlined in the following paragraphs, that lot shall be removed and replaced, or accepted at a reduced price which will be computed by multiplying the unit price per ton by the lot's pay factor.

The lot pay factor is determined by taking the lowest computed pay factor based on either laboratory air voids, in-place density, grade or smoothness (each discussed below). At the end of the project, an average of all lot pay factors will be calculated. If this average lot pay factor exceeds 95.0 percent and no individual lot has a pay factor less than 75.0 percent, then the percent payment for the entire project will be 100 percent of the unit bid price. If the average lot pay factor is less than

95.0 percent, then each lot will be paid for at the unit price multiplied by the lot's pay factor. For any lots which are less than 2000 metric tons, a weighted lot pay factor will be used to calculate the average lot pay factor. When work on a lot is required to be terminated before all sublots are completed, the results from the completed sublots will be analyzed to determine the percent payment for the lot following the same procedures and requirements for full lots but with fewer test results.

1.2.1 Mat and Joint Densities

The average in-place mat and joint densities are expressed as a percentage of the average theoretical maximum density (TMD) for the lot. The average TMD for each lot will be determined as the average TMD of the four random samples per lot. The average in-place mat density and joint density for a lot are determined and compared with Table 1 to calculate a single pay factor per lot based on in-place density, as described below. All density results for a lot will be completed and reported within 24 hours after the construction of that lot. Use the following process to determine the single pay factor for in-place density:

a. Step 1: Determine the pay factors for mat density and joint density

SECTION 32 12 15.13 Page 6 using Table 1.

b. Step 2: Determine ratio of joint area to mat area. The area associated with the joint is considered to be 3 m 10 feet wide times the length of completed longitudinal construction joint in the lot.

This joint area will not exceed the total lot size. The length of joint to be considered will be that length where a new lane has been placed against an adjacent lane of asphalt pavement, either any cold joint against another lot or any other existing asphalt paved previously. The area associated with the joint is expressed as a percentage of the total lot.

c. Step 3: Compute the weighted pay factor for the joint using the formula in the example shown in paragraph PAY FACTOR BASED ON IN-PLACE

DENSITY.

d. Step 4: Where freshly placed asphalt pavement abuts old (not in contract) asphalt pavement, determine density at the tie-in longitudinal joint by taking one core per sublot at a random location for each lot of material placed adjacent to the joint. If Step 4 is not applicable, move to Step 5. The size of joint area is 3 m 10 feet wide by the length of the joint being paved. Locate the center of each of the four cores 150 mm 6 inches from the edge of the existing pavement. Take each core at a random location along the length of the joint. The requirements for joint density for this lot, adjacent to the existing asphalt joint, are the same as that for the mat density specified in Table 1. For new asphalt pavement-old asphalt (not in contract) joints at taxiways abutting runways, aprons, or other taxiways, take two additional randomly located cores along each taxiway intersection.

e. Step 5: Compare weighted pay factor for joint density to pay factor for mat density and select the lowest. This selected pay factor is the pay factor based on density for the lot. When the TMD on both sides of a longitudinal joint is different, the average of these two TMD will be used as the TMD needed to calculate the percent joint density.

When 0 percent payment is determined for mat density, remove and replace the rejected lot at least 100 mm 4 inches into the cold lane adjacent to the longitudinal joint. When 0 percent payment is determined for joint density, remove and replace the rejected longitudinal joint with a 3 m 10 feet wide paving lane that is centered over the joint.

Table 1 Pay Factor Based on In-place Density

Average Mat Density (4 cores) (Percent of TMD)

Pay Factor, percent Average Joint Density (4 cores)(Percent of TMD)

94.0 - 96.0 100.0 Above 92.5

93.9 100.0 92.4

93.8 or 96.1 99.9 92.3

93.7 99.8 92.2

93.6 or 96.2 99.6 92.1

SECTION 32 12 15.13 Page 7

Table 1 Pay Factor Based on In-place Density

Average Mat Density (4 cores) (Percent of TMD)

Pay Factor, percent Average Joint Density (4 cores)(Percent of TMD)

93.5 99.4 92.0

93.4 or 96.3 99.1 91.9

93.3 98.7 91.8

93.2 or 96.4 98.3 91.7

93.1 97.8 91.6

93.0 or 96.5 97.3 91.5

92.9 96.3 91.4

92.8 or 96.6 94.1 91.3

92.7 92.2 91.2

92.6 or 96.7 90.3 91.1

92.5 87.9 91.0

92.4 or 96.8 85.7 90.9

92.3 83.3 90.8

92.2 or 96.9 80.6 90.7

92.1 78.0 90.6

92.0 or 97.0 75.0 90.5 below 92.0, above 97.0 0.0 (reject) below 90.5

1.2.2 Pay Factor Based on In-place Density

An example of the computation of a pay factor (in I-P units only) based on in-place density, is as follows: Assume the following test results for field density made on the lot: (1) Average mat density = 93.2 percent (of lab TMD). (2) Average joint density = 91.5 percent (of lab TMD). (3) Total area of lot = 30,000 square feet. (4) Length of completed longitudinal construction joint = 2,000 feet.

a. Step 1: Determine pay factor based on mat density and on joint density, using Table 1:

Mat density of 93.2 percent = 98.3 pay factor.

Joint density of 91.5 percent = 97.3 pay factor.

b. Step 2: Determine ratio of joint area (length of longitudinal joint x 10 feet) to mat area (total paved area in the lot): Multiply the

SECTION 32 12 15.13 Page 8 length of completed longitudinal construction joint by the specified 10 feet width and divide by the mat area (total paved area in the lot).

(2,000 feet x 10 feet)/30000 square feet = 0.6667 ratio of joint area to mat area (ratio).

c. Step 3: Weighted pay factor (wpf) for joint is determined as indicated below:

wpf = joint pay factor + (100 - joint pay factor) (1 - ratio) wpf =

97.3 + (100-97.3) (1-0.6667) = 98.2 percent

d. Step 4: Compare weighted pay factor for joint density to pay factor for mat density and select the smaller:

Pay factor for mat density: 98.3 percent. Weighted pay factor for joint density: 98.2 percent

Select the smaller of the two values as pay factor based on density:

98.2 percent

1.2.3 Payment Adjustment for Smoothness (Final Wearing Surface Only)

NOTE: When Profilograph testing is not required, delete the following paragraph for pay adjustment for smoothness. This paragraph may be deleted for projects where a profilograph cannot record 161 meters 0.10 of a mile in length. Profilograph testing is required for runways and applicable taxiway and landing zone pavements.

1.2.3.1 Profilograph Testing

Test the entire lot in the longitudinal direction per ASTM E1274. Perform the longitudinal testing at the centerline of each paving lot and 1/8th point from each side of the lot. Record the location and data from all profilograph measurements. Compute the profile index for each pass of the profilograph (3 per lot) in each 0.1 km0.1 mile segment. The profile index for each segment is the average of the profile indices for each pass in each segment. When the average Profile Indices of a lot exceeds the tolerance specified in paragraph SMOOTHNESS REQUIREMENTS determine pay factor using Table 2. Correct any small individual area with surface deviation which exceeds the tolerance specified in paragraph SMOOTHNESS REQUIREMENTS by more than 79 mm per km 5.0 inches per mile or more, by grinding to meet the specification requirements in Table 2 or remove and replace at no additional cost to the Government.

Table 2 Pay Factor for Smoothness

Average of Profile Indices Exceeding Tolerance (per lot)

Pay Factor, Percent less than or equal to 16 mm km1.0 inch per mile

100.0

SECTION 32 12 15.13 Page 9

Table 2 Pay Factor for Smoothness greater than 16 mm per km1.0 inch per mile but less than or equal to 32 mm per km2.0 inches per mile

95.0 greater than 32 mm per km2.0 inch per mile but less than 47 mm per km3.0 inches per mile

90.0 greater than 47 mm per km3.0 inch per mile but less than 63 mm per km4.0 inches per mile

75.0 greater than 63 mm per km4.0 inches per mile

Remove and Replace at no cost to the Government

1.2.4 Laboratory Air Voids and Theoretical Maximum Density

Laboratory air voids will be calculated in accordance with ASTM D3203/D3203M by determining the density of each lab compacted specimen using the laboratory-prepared, thoroughly dry method in ASTM D2726/D2726M and determining the theoretical maximum density (TMD) of four of the sublots using ASTM D2041/D2041M. Laboratory air void calculations for each lot will use the average theoretical maximum density values obtained for the lot. The mean absolute deviation of the four laboratory air void contents (one from each sublot) from the JMF air void content will be evaluated and a pay factor determined from Table 3. All laboratory air void tests will be completed and reported within 24 hours after completion of construction of each lot. The TMD is also used for computation of compaction, as required in paragraph MAT AND JOINT DENSITIES above.

1.2.4.1 Mean Absolute Deviation

An example of the computation of mean absolute deviation for laboratory air voids is as follows: Assume that the laboratory air voids are determined from 4 random samples of a lot (where 3 specimens were compacted from each sample). The average laboratory air voids for each sublot sample are determined to be 3.5, 3.0, 4.0, and 3.7. Assume that the target air voids from the JMF is 4.0. The mean absolute deviation is then:

Mean Absolute Deviation = (|3.5 - 4.0| + |3.0 - 4.0| + |4.0 - 4.0| + |3.7

- 4.0|)/4

= (0.5 + 1.0 + 0.0 + 0.3)/4 = (1.8)/4 = 0.45

The mean absolute deviation for laboratory air voids is determined to be

0.45. It can be seen from Table 3 that the lot's pay factor based on laboratory air voids, is 100 percent.

Table 3 Pay Factor Based on Laboratory Air Voids

Mean Absolute Deviation of Lab Air Voids from JMF Pay Factor, Percent

O.60 or less 100

SECTION 32 12 15.13 Page 10

Table 3 Pay Factor Based on Laboratory Air Voids

Mean Absolute Deviation of Lab Air Voids from JMF Pay Factor, Percent

0.61 - 0.80 98

0.81 - 1.00 95

1.01 - 1.20 90

Above 1.20 reject (0)

1.2.5 Pay Factor Based on Plan Grade

NOTE: The plan grade requirements specified below are for the final wearing surface only. If there is a requirement to test and control the grade and smoothness for the intermediate courses, for example, when the intermediate courses will be exposed to traffic, slight modifications to this specification will be required.

Within 5 working days after completion of a particular lot incorporating the final wearing course, test the final wearing surface of the pavement for conformance with specified plan grade requirements. Provide a final wearing surface of pavement conforming to the elevations and cross sections shown and not vary more than 9 mm 0.03 foot for runways and landing zones or 15 mm 0.05 foot for taxiways, aprons and shoulders from the plan grade established and approved at site of work. Match finished surfaces at juncture with other pavements with finished surfaces of abutting pavements. Deviation from the plan elevation will not be permitted in areas of pavements where closer conformance with planned elevation is required for the proper functioning of drainage and other appurtenant structures involved. The grade will be determined by running lines of levels at intervals of 7.6 m 25 feet, or less, longitudinally and transversely, to determine the elevation of the completed pavement surface. Maintain detailed notes of the results of the testing and provide a copy to the Government immediately after each day's testing. In areas where the grade exceeds the tolerance by more than 50 percent, remove the surface lift full depth; and replace the lift with asphalt pavement to meet specification requirements, at no additional cost to the Government. Diamond grinding may be used to remove high spots to meet grade requirements. Skin patching for correcting low areas or planing or milling for correcting high areas will not be permitted.

Table 4 Pay Factor for Plan Grade

Percent of All Measurements Outside Tolerance

Pay Factor, percent

Greater than or equal to 5 but less than 10 90

SECTION 32 12 15.13 Page 11

Table 4 Pay Factor for Plan Grade

Greater than or equal to 10 but less than

Greater than 15 Remove and replace the surface lift at no cost to the Government

1.3 REFERENCES

NOTE: This paragraph is used to list the publications cited in the text of the guide specification. The publications are referred to in the text by basic designation only and listed in this paragraph by organization, designation, date, and title.

Use the Reference Wizard's Check Reference feature when you add a Reference Identifier (RID) outside of the Section's Reference Article to automatically place the reference in the Reference Article. Also use the Reference Wizard's Check Reference feature to update the issue dates.

References not used in the text will automatically be deleted from this section of the project specification when you choose to reconcile references in the publish print process.

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 156 (2013; R 2017) Standard Specification for Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

ASPHALT INSTITUTE (AI)

AI MS-2 (2015) Asphalt Mix Design Methods

ASTM INTERNATIONAL (ASTM)

ASTM C29/C29M (2017a) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C88 (2018) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in

SECTION 32 12 15.13 Page 12

Mineral Aggregates by Washing

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2020) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C1252 (2017) Standard Test Methods for Uncompacted Void Content of Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and Grading)

ASTM D75/D75M (2019) Standard Practice for Sampling Aggregates

ASTM D140/D140M (2016) Standard Practice for Sampling Asphalt Materials

ASTM D242/D242M (2009; R 2014) Mineral Filler for Bituminous Paving Mixtures

ASTM D946/D946M (2020) Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction

ASTM D979/D979M (2015) Sampling Bituminous Paving Mixtures

ASTM D1461 (2017) Standard Test Method for Moisture or Volatile Distillates in Asphalt Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2017; E 2018) Standard Test Methods for Quantitative Extraction of Asphalt Binder from Asphalt Mixtures

ASTM D2419 (2014) Sand Equivalent Value of Soils and Fine Aggregate

SECTION 32 12 15.13 Page 13

ASTM D2489/D2489M (2016) Standard Test Method for Estimating Degree of Particle Coating of Asphalt Mixtures

ASTM D2726/D2726M (2019) Standard Test Method for Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures

ASTM D3203/D3203M (2017) Standard Test Method for Percent Air Voids in Compacted Asphalt Mixtures

ASTM D3381/D3381M (2018) Standard Specification for Viscosity-Graded Asphalt Binder for Use in Pavement Construction

ASTM D3665 (2012; R 2017) Standard Practice for Random Sampling of Construction Materials

ASTM D3666 (2016) Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials

ASTM D4125/D4125M (2010) Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D4791 (2019) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D4867/D4867M (2009; R 2014) Effect of Moisture on Asphalt Concrete Paving Mixtures

ASTM D5361/D5361M (2016) Standard Practice for Sampling Compacted Asphalt Mixtures for Laboratory Testing

ASTM D5444 (2015) Mechanical Size Analysis of Extracted Aggregate

ASTM D5821 (2013; R 2017) Standard Test Method for Determining the Percentage of Fractured Particles in Coarse Aggregate

ASTM D6084/D6084M (2018) Standard Test Method for Elastic Recovery of Asphalt Materials by Ductilometer

ASTM D6307 (2019) Standard Test Method for Asphalt Content of Asphalt Mixture by Ignition Method

ASTM D6373 (2016) Standard Specification for Performance Graded Asphalt Binder

ASTM D6925 (2014) Standard Test Method for Preparation and Determination of the Relative Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave

SECTION 32 12 15.13 Page 14

Gyratory Compactor

ASTM D6926 (2020) Standard Practice for Preparation of Asphalt Mixture Specimens Using Marshall Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures

ASTM E1274 (2018) Standard Test Method for Measuring Pavement Roughness Using a Profilograph

1.4 SUBMITTALS

NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL PROCEDURES and edit the following list, and corresponding submittal items in the text, to reflect only the submittals required for the project. The Guide Specification technical editors have classified those items that require Government approval, due to their complexity or criticality, with a "G." Generally, other submittal items can be reviewed by the Contractor's Quality Control System. Only add a “G” to an item, if the submittal is sufficiently important or complex in context of the project.

For Army projects, fill in the empty brackets following the "G" classification, with a code of up to three characters to indicate the approving authority. Codes for Army projects using the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO" for District Office (Engineering Division or other organization in the District Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project Office. Codes following the "G" typically are not used for Navy, Air Force, and NASA projects.

The "S" classification indicates submittals required as proof of compliance for sustainability Guiding Principles Validation or Third Party Certification and as described in Section 01 33 00 SUBMITTAL

PROCEDURES.

Choose the first bracketed item for Navy, Air Force and NASA projects, or choose the second bracketed item for Army projects.

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are [for Contractor Quality Control approval.][for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.] Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

SECTION 32 12 15.13 Page 15

Placement Plan; G[, [_____]]

SD-03 Product Data

Diamond Grinding Plan; G[, [_____]]

Mix Design; G[, [_____]]

Contractor Quality Control; G[, [_____]]

SD-04 Samples

Aggregates

Asphalt Binder

Warm-mix Additive

SD-06 Test Reports

Aggregates; G[, [_____]]

QC Monitoring

SD-07 Certificates

Asphalt Binder; G[, [_____]]

Testing Laboratory

Warm-mix Additive

Airfield Asphalt Pavement QC Manager

Airfield Asphalt Pavement Inspector

Airfield Asphalt Pavement Technician

1.5 CONTRACTOR QUALITY CONTROL STAFF

NOTE: The airfield asphalt certification program is intended to increase quality of construction for work performed under this specification. The certification program will provide knowledge to the project team members as it relates to airfield asphalt. Intended audience is the Contractor and Government personnel. The below paragraph should be modified or the general provisions of the contract should be modified to require Title II inspectors or third party laboratory firms attend the certification program.

Reference Section 01 45 00.00 10 QUALITY CONTROL for Contractor personnel qualification requirements along with the information included below.

Submit certifications for Contractor Quality Control Staff in the following areas:

SECTION 32 12 15.13 Page 16

a. Airfield Asphalt Pavement QC Manager(1): The QC manager will oversee all QC testing and inspection, review asphalt pavement transmittals prior to submission to the Government, be responsible for making mix design adjustments, and in charge of all other activities related to performance. The QC manager will also ensure that daily reports and necessary transmittals arrive for Government review as specified.

b. Airfield Asphalt Pavement Inspector(1): The Inspector will be available on the project during all paving operations. The Inspector is responsible for identifying observed paving issues and ensuring these issues are addressed by the Contractor Quality Control staff.

c. Airfield Asphalt Pavement Technician(1): The Technician will be responsible for conducting laboratory tests. The Airfield Asphalt Pavement Technician will be present in the laboratory anytime laboratory testing is underway.

(1): Registration for the Airfield Asphalt Pavement Certification Program can be found at www.airfieldasphaltcert.com.

1.6 ACCEPTANCE

NOTE: It is recommended that an independent material testing firm be hired by the Contractor to provide the acceptance testing for the project. It is also recommended to keep the Government QA acceptance testing separate and distinct from the Contractor's QC testing for all airfield projects.

The acceptance testing program includes material tests to determine laboratory air voids and in-place density, which are needed to determine percent payment. The Contractors acceptance testing laboratory will also conduct tests to monitor aggregate gradation, asphalt content, and volumetric properties. These tests would serve as a check to the Contractor's QC testing.

For projects with less than 2000 total metric tons tons, the entire project can be considered as a single lot. In this case, sublot sampling could occur over several days' production, which could lead to higher sublot variability.

1.6.1 Acceptability of Work

Acquire the services of an independent commercial laboratory to perform acceptance testing. Acceptance of the plant produced mix and in-place requirements will be on a lot to lot basis. The materials and the pavement itself will be accepted on the basis of production testing. The Government may make check tests from split samples to validate the results of the production testing. Testing performed by the Government does not reduce the required testing of the independent commercial laboratory.

Split samples will be taken for Government testing to reduce the variability between the independent commercial laboratory and the Government's test results. When the difference between the independent

SECTION 32 12 15.13 Page 17 commercial laboratory and the Government's test results for split samples exceed the acceptable range of two results for multi-laboratory precision for the appropriate test method (i.e. ASTM) then at least one of the laboratories is determined to be in error. An evaluation of procedures and equipment in both laboratories will be made to determine the cause(s) for the differences. Develop steps to correct procedures and equipment to bring multi-laboratory precision to within acceptable limits.

1.6.2 Acceptance Requirements

Provide all sampling and testing required for acceptance and payment adjustment. Where appropriate, adjustments in payment for individual lots of asphalt pavement will be made based on laboratory air voids, in-place density, smoothness, and grade in accordance with the following paragraphs. Surface smoothness and grade determinations will be made on the lot as a whole. Exceptions or adjustments to this will be made in situations where the mix within one lot is placed as part of both the intermediate and surface courses, thus smoothness and grade measurements for the entire lot cannot be made.

1.6.3 Pavement Lots

A standard lot for all requirements is equal to one day's production or 2,000 metric tons tons, whichever is smaller. Divide each lot into four equal sublots in order to evaluate laboratory air voids and in-place density. When operational conditions cause a lot to be terminated before the specified four sublots have been completed, use the following procedure to adjust the lot size and number of tests for the lot. Where three sublots have been completed, they constitute a lot. Where one or two sublots have been completed, incorporate them into the next lot and the total number of sublots (i.e. 5 or 6 sublots) is used for acceptance criteria. Include partial lots at the end of asphalt production into the previous lot. Complete and report all asphalt testing including but not limited to aggregate gradation, asphalt content, theoretical maximum density, laboratory air voids, and in-place density testing within 24 hours after construction of each lot.

1.6.4 Sublot Sampling

Obtain one random mixture sample from each sublot in accordance with ASTM D979/D979M from a loaded truck or another approved location for determining laboratory air voids, theoretical maximum density, Contractor Quality Control, and for any additional testing as directed the Government. Representative samples will be selected from random trucks, using commonly recognized methods of assuring randomness conforming to ASTM D3665 and employing tables of random numbers or computer programs.

Laboratory air voids will be determined from three laboratory compacted specimens of each sublot sample in accordance with ASTM D3203/D3203M. The specimens will be compacted within 2 hours of the time the mixture was loaded into trucks at the asphalt plant. Samples will not be reheated prior to compaction and insulated containers will be used as necessary to maintain the temperature.

1.6.5 Additional Sampling and Testing

The Government reserves the right to direct additional samples and tests for any area which appears to deviate from the specification requirements. The cost of any additional testing will be paid for by the Contractor. Testing in these areas will be treated as a separate lot.

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Payment will be made for the quantity of asphalt pavement represented by these tests in accordance with the provisions of this section.

1.6.6 Theoretical Maximum Density (TMD)

Measure theoretical maximum density one time for each sublot in accordance with ASTM D2041/D2041M for purposes of calculating laboratory air voids and determining in-place density. The average TMD for each lot will be determined as the average TMD of the random sublot samples. When the TMD on both sides of a longitudinal joint is different, the average of these two TMD values will be used as the TMD needed to calculate the percent joint density.

1.6.7 Laboratory Air Voids

NOTE: Select the appropriate tailoring option for the Marshall or Superpave Methods.

[Prepare one set of laboratory compacted specimens for each sublot in accordance with ASTM D6926 using the hand-held hammer for the Marshall Method.][Prepare one set of laboratory compacted specimens for each sublot in accordance with ASTM D6925 using the Superpave gyratory compactor.] Provide three test specimens prepared from the same sample for each set of laboratory compacted specimens. Compact the specimens within 2 hours of the time the mixture was loaded into trucks at the asphalt plant. Do not reheat samples prior to compaction. Provide insulated containers as necessary to maintain the sample temperature. Measure the bulk density of laboratory compacted specimens in accordance with ASTM D2726/D2726M.

Determine laboratory air voids from one set (three laboratory compacted specimens) for each sublot sample in accordance with ASTM D3203/D3203M.

1.6.8 In-place Density

Obtain one random 100 mm 4 inch or 150 mm 6 inch diameter core from the mat and joint of each sublot in accordance with ASTM D5361/D5361M for determining in-place density. Where different job mix formulas are required as part of the same project, and are adjacent to one another, follow the same joint density sampling and joint density testing instructions of this specification. Cut samples neatly with a diamond core drill bit. Obtain random cores that are the full thickness of the layer being placed. Select core locations randomly using the procedures contained in ASTM D3665. Locate cores for mat density no closer than 300 mm 12 inches from a transverse or longitudinal joint including the pavement edge. Center all cores for joint density on the joint. Discard samples that are clearly defective as a result of sampling and take an additional random core. When the random core is less than 25 mm 1 inch thick, it will not be included in the analysis. In this case, obtain another random core sample. Clean and tack coat dry core holes before filling with asphalt mixture. Fill all core holes with asphalt mixture and compact using a manual (hand-held) Marshall hammer to the density specified. Provide all tools, labor, and materials for cutting samples, cleaning, and filling the cored pavement. Measure in-place density in accordance with ASTM D2726/D2726M using each core obtained from the mat and joint.

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1.6.9 Surface Smoothness

Use a straightedge and profilograph for measuring surface smoothness of pavements. Use the profilograph method for all longitudinal testing, except for paving lanes less than 161 m0.10 miles, and at the ends of the paving limits for the project. Use the straightedge to also perform smoothness checks for any localized areas that look suspicious, including localized areas that were already tested with the profilograph. Maintain detailed notes of the testing results and provide a copy to the Government immediately after each day's testing. Where drawings show required deviations from a plane surface (for instance crowns, drainage inlets), finish the surface to meet the approval of the Government.

1.6.9.1 Smoothness Requirements

1.6.9.1.1 Straightedge Testing

Provide finished surfaces of the pavements with no abrupt change of 3 mm 1/8 inch or more, and all pavements within the tolerances specified in Table 5 when checked with an approved 4 m 12 foot straightedge.

Table 5 Straightedge Surface Smoothness--Pavements

Pavement Category Direction of Testing Tolerance, mm inch

Runways, taxiways, and landing zones

Longitudinal 31/8

Transverse 61/4

Shoulders (outside edge stripe)

Longitudinal 61/4

Transverse 61/4

Calibration hardstands and compass swinging bases

Longitudinal 31/8

Transverse 31/8

All other airfield pavements (including overruns) and helicopter paved areas

Longitudinal 61/4

Transverse 61/4

1.6.9.1.2 Profilograph Testing

Provide finished surfaces of runways, taxiways and landing zones with a Profile Index not greater than 110 mm per km 7 inches per mile when tested with an approved California-type profilograph per ASTM E1274. For pavements other than runways, taxiways and landing zones, provide finished surfaces with a Profile Index not greater than 140mm per km9 inches per mile when tested with an approved California-type profilograph per

ASTM E1274.

1.6.9.2 Testing Method

After the final rolling, but not later than 24 hours after placement, test the surface of the pavement in each entire lot in a manner to reveal surface irregularities exceeding the tolerances specified above. If any pavement areas are diamond ground, retest these areas immediately after

SECTION 32 12 15.13 Page 20 diamond grinding and submit results to the Government for evaluation. The maximum area allowed to be corrected by diamond grinding is 10 percent of the total area of the lot. Test the entire area of the pavement with a profilograph. Check a number of random locations along with any observed suspicious locations primarily at transverse and longitudinal joints with the straightedge.

1.6.9.2.1 Straightedge Testing

Determine the amount of surface irregularity by placing the freestanding (unleveled) straightedge on the pavement surface and allowing it to rest upon the two highest spots covered by its length, and measuring the maximum gap between the straightedge and the pavement surface in the area between these two high points. Use the straightedge to measure abrupt changes in surface grade.

1.6.9.2.2 Profilograph Testing

Perform profilograph testing using an approved California profilograph and procedures described in ASTM E1274. Provide equipment that utilizes electronic recording and automatic computerized reduction of data to indicate "must-grind" bumps and the Profile Index for the pavement. Use a "blanking band" that is 5 mm 0.2 inch wide and the "bump template" span ning 25 mm 1 inch with an offset of 10 mm 0.4 inch. Provide profilograph operated by an approved, factory-trained operator. Provide a copy of the reduced tapes to the Government at the end of each day's testing.

1.6.9.2.3 Bumps ("Must Grind" Areas)

Reduce any bumps ("must grind" areas) shown on the profilograph trace which exceed 10 mm 0.4 inch in height by diamond grinding until they do not exceed 7.5 mm 0.3 inch when retested. Taper diamond grinding in all directions to provide smooth transitions to areas not requiring diamond grinding. The following will not be permitted: (1) skin patching for correcting low areas, (2) planing or milling for correcting high areas. [ At the Contractor's option, pavement areas, including diamond ground areas, can be rechecked with the profilograph in order to record a lower Profile Index.][ Perform additional profilograph testing in all areas corrected by diamond grinding.]

1.6.10 Plan Grade

Within 5 working days after completion of a particular lot incorporating the final wearing course, test the final wearing surface of the pavement for conformance with specified plan grade requirements. Provide a final wearing surface of pavement conforming to the elevations and cross sections and not vary more than 15 mm 0.05 foot from the plan grade established and approved. Match finished surfaces at juncture with other pavements with finished surfaces of abutting pavements except for where paragraph ASPHALT PAVEMENT-PORTLAND CEMENT CONCRETE JOINTS apply.

Deviation from the plan elevation will not be permitted in areas of pavements where closer conformance with planned elevation is required for the proper functioning of drainage and other appurtenant structures involved. The grade will be determined by running lines of levels along the centerline of the completed lot at intervals of 7.6 m 25 feet or less longitudinally to determine the elevation of the completed pavement surface. Measure transverse grades at appropriate intervals. Diamond grinding can be used to remove high spots to meet grade requirements.

Skin patching for correcting low areas or planing or milling for correcting high areas will not be permitted. Maintain detailed notes of

SECTION 32 12 15.13 Page 21 the results of the testing and provide a copy to the Government immediately after each day's testing.

1.6.11 Laboratory Accreditation and Validation

NOTE: For Army managed projects, keep the bracketed text. For Air Force, and Navy, managed projects, utilization of the USACE Materials Testing Center (MTC) Validated Laboratory is optional.

Provide laboratories used to develop the Job Mix Formula (JMF), perform acceptance testing, and Contractor Quality Control testing that meet the requirements of ASTM D3666. Provide laboratories with a masonry saw having a diamond blade for trimming pavement cores and samples. Perform all required test methods by an accredited [and validated] laboratory.

Schedule and provide payment for laboratory inspections. Additional payment or a time extension due to failure to acquire the required laboratory accreditation is not allowed. The Government will inspect the laboratory equipment and test procedures prior to the start of asphalt pavement operations for conformance with ASTM D3666. [In addition, all testing laboratories performing JMF, acceptance testing and Contractor Quality Control requires USACE validation by the Material Testing Center (MTC) for both parent laboratory and plant testing laboratory. Validation on all laboratories is required to remain current throughout the duration of the paving project. Contact the MTC manager listed at https://mtc.erdc.dren.mil/ for costs and scheduling.] Submit a certificate of compliance signed by the manager of the laboratory stating that it meets these requirements to the Government prior to the start of construction. At a minimum, include the following certifications:

a. Qualification(s) and certification(s) of personnel; laboratory manager, supervising technician, and testing technicians.

b. A listing of equipment, with calibration dates, to be used in developing the job mix.

c. A copy of the laboratory's quality control system.

1.7 ENVIRONMENTAL REQUIREMENTS

NOTE: The temperature requirements in Table 6 are included to avoid problems with the Contractor achieving density because the mix cools too fast.

Waivers to these requirements, for isolated incidences during production, are applicable if the density requirements are still met.

Do not place asphalt pavement upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 6.

The temperature requirements may be waived by the Government, if requested; provided all other requirements, including compaction, are met.

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Table 6 Surface Temperature Limitations of Underlying Course

Mat Thickness, mm inches Degrees C F

75 3 or greater 440

Less than 75 3 745

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

This section is intended to stand alone for construction of asphalt pavement. However, where the construction covered herein interfaces with other sections, construct each interface to conform to the requirements of both this section and the other section, including tolerance for both.

Perform the work consisting of pavement courses composed of mineral aggregate and asphalt material heated and mixed in a central mixing plant and placed on a prepared course. Provide hot-mix asphalt (HMA)warm-mix asphalt (WMA) pavement designed and constructed in accordance with this section conforming to the lines, grades, thicknesses, and typical cross sections shown on the drawings. Construct each course to the depth, section, or elevation required by the drawings and rolled, finished, and approved before the placement of the next course. Submit proposed Placement Plan, indicating lane widths, longitudinal joints, and transverse joints for each course or lift.

2.1.1 Asphalt Mixing Plant

Provide plants used for the preparation of asphalt mixture conforming to the requirements of AASHTO M 156 with the following changes:

2.1.1.1 Truck Scales

Weigh the asphalt mixture on approved scales, or on certified public scales at no additional expense to the Government. Inspect and seal scales at least annually by an approved calibration laboratory.

2.1.1.2 Inspection of Plant

Provide access to the Government at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of the plant;

verifying weights, proportions, and material properties; checking the temperatures maintained in the preparation of the mixtures and for taking samples. Provide assistance as requested, for the Government to procure any desired samples.

2.1.1.3 Storage Silos

The asphalt mixture may be stored in non-insulated storage silos for a period of time not exceeding 3 hours. The asphalt mixture may be stored in insulated storage silos for a period of time not exceeding 8 hours. No differences in the mix removed from silos and the mix loaded into trucks are allowed.

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2.1.2 Hauling Equipment

Provide trucks used for hauling asphalt mixture that have tight, clean, and smooth metal beds. To prevent the mixture from adhering to them, lightly coat the truck beds with a minimum amount of paraffin oil, lime solution, or other approved material. Do not use petroleum based products as a release agent. Provide each truck with a suitable cover to protect the mixture from adverse weather. When necessary to ensure that the mixture is delivered to the site at the specified temperature, provide insulated or heated truck beds with covers (tarps) that are securely fastened.

2.1.3 Material Transfer Vehicle (MTV)

NOTE: A Material Transfer Vehicle (MTV) is required for runway, taxiway, landing zone and apron construction. The use of an MTV is optional for shoulder construction.

Provide Material Transfer Vehicles for placement of the asphalt mixture.

To transfer the material from the hauling equipment to the paver, use a self-propelled, material transfer vehicle with a swing conveyor that delivers material to the paver from outside the paving lane and without making contact with the paver.