UFGS 32 13 14.13 Concrete Paving for Airfields.pdf

USACE / NAVFAC / AFCEC UFGS-32 13 14.13 (November 2022)

Change 1 - 05/24

Preparing Activity: USACE UFGS-32 13 14.13 (August 2019)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated April 2026

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 13 14.13

CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS

11/22, CHG 1: 05/24

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurements

1.1.2 Payments

1.1.2.1 Unit Price

1.1.2.2 Lump Sum

1.1.3 Payment of Lots

1.1.4 Payment Adjustment for Smoothness

1.1.4.1 Straightedge Testing

1.1.4.2 Profilograph Testing

1.1.4.3 Aircraft Arresting Systems

1.1.5 Payment Adjustment for Plan Grade

1.1.6 Payment Adjustment for Thickness

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

1.4.1 Contractor Quality Control (CQC) Staff

1.4.2 Other Staff

1.4.3 Laboratory Accreditation and Validation

1.4.3.1 Aggregate Testing and Mix Proportioning

1.4.3.2 Acceptance Testing

1.4.3.3 Pavement Quality Control Plan

1.4.3.4 Laboratory Inspection

1.4.4 Preconstruction Testing of Materials

1.4.4.1 Aggregates

1.4.4.2 Chemical Admixtures, Curing Compounds and Epoxies

1.4.4.3 Testing of Cementitious Materials

1.4.5 Testing During Construction

1.4.6 Test Section

1.4.6.1 General

1.4.6.2 Pilot Lane

1.4.6.3 Fill-In Lane

SECTION 32 13 14.13 Page 1

1.4.6.3.1 Alternative Placement Method

1.4.6.4 Testing and Inspection

1.4.6.5 Acceptance of Test Section

1.4.7 Acceptability of Work

1.4.8 Acceptance Requirements

1.4.8.1 Pavement Lots

1.4.8.2 Evaluation

1.5 AIRFIELD PCC PAVING WORKSHOP

1.6 DELIVERY, STORAGE, AND HANDLING

1.6.1 Bulk Cementitious Materials

1.6.2 Aggregate Materials

1.6.3 Other Materials

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Surface Smoothness

2.1.1.1 Straightedge Testing

2.1.1.2 Profilograph Testing

2.1.1.3 Bumps ("Must Grind" Areas)

2.1.1.4 Testing Method

2.1.1.4.1 Straightedge Testing

2.1.1.4.2 Profilograph Testing

2.1.2 Edge Slump and Joint Face Deformation

2.1.2.1 Edge Slump

2.1.2.2 Joint Face Deformation

2.1.2.3 Edge Slump Determination

2.1.2.4 Excessive Edge Slump or Joint Face Deformation

2.1.3 Plan Grade

2.1.3.1 Joint Alignment

2.1.4 Flexural Strength

2.1.4.1 Sampling and Testing

2.1.4.2 Computations

2.1.5 Thickness

2.1.6 Evaluation of Cores

2.1.7 Diamond Grinding of PCC Surfaces

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

2.2.2 Blended Cements

2.2.3 Pozzolan

2.2.3.1 Fly Ash

2.2.3.2 Raw or Calcined Natural Pozzolan

2.2.3.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.2.3.4 Silica Fume

2.2.4 Slag Cement

2.2.5 Supplementary Cementitious Materials (SCM) Content

2.3 AGGREGATES

2.3.1 Aggregate Sources

2.3.1.1 Durability of Coarse Aggregate

2.3.1.2 Alkali-Silica Reactivity

2.3.1.3 Combined Aggregate Gradation

2.3.2 Coarse Aggregate

2.3.2.1 Coarse Aggregate Composition

2.3.2.2 Particle Shape Characteristics

2.3.2.3 Size and Grading

2.3.2.4 Deleterious Materials - Airfield Pavements

2.3.2.5 Testing Sequence for Deleterious Materials in Coarse

Aggregate - Airfields Only

2.3.2.6 Deleterious Material - Heavy Duty Pavements

SECTION 32 13 14.13 Page 2

2.3.3 Fine Aggregate

2.3.3.1 Fine Aggregate Composition

2.3.3.2 Grading

2.3.3.3 Deleterious Material

2.3.3.4 Testing Sequence for Deleterious Materials in Fine

Aggregate - Airfields Only

2.4 CHEMICAL ADMIXTURES

2.4.1 General Requirements

2.4.2 Lithium Nitrate

2.4.3 High Range Water Reducing Admixture (HRWRA)

2.5 MEMBRANE FORMING CURING COMPOUND

2.6 WATER

2.7 JOINT MATERIALS

2.7.1 Expansion Joint Material

2.7.2 Slip Joint Material

2.8 REINFORCING

2.8.1 Reinforcing Bars and Bar Mats

2.8.2 Welded Wire Reinforcement

2.9 DOWELS[ AND TIE BARS]

2.9.1 Dowels

2.9.2 Dowel Bar Assemblies

2.9.3 Tie Bars

2.10 EPOXY RESIN

2.11 EQUIPMENT

2.11.1 Batching and Mixing Plant

2.11.1.1 Location

2.11.1.2 Type and Capacity

2.11.1.3 Tolerances

2.11.1.4 Moisture Control

2.11.2 Concrete Mixers

2.11.2.1 Stationary Mixers

2.11.2.1.1 Mixing Time and Uniformity for Stationary Mixers

2.11.2.1.2 Abbreviated Uniformity Test

2.11.2.2 Truck Mixers

2.11.3 Transporting Equipment

2.11.4 Transfer and Spreading Equipment

2.11.5 Paver-Finisher

2.11.5.1 Vibrators

2.11.5.2 Screed or Extrusion Plate

2.11.5.3 Longitudinal Mechanical Float

2.11.5.4 Other Types of Finishing Equipment

2.11.5.5 Fixed Forms

2.11.5.6 Slipform

2.11.6 Curing Equipment

2.11.7 Texturing Equipment

2.11.7.1 Burlap Drag

2.11.7.2 Broom

2.11.7.3 Artificial Turf

2.11.7.4 Deep Texturing Equipment

2.11.8 Sawing Equipment

2.11.9 Straightedge

2.11.10 Work Bridge

2.11.11 Hand Finishing Tools

2.12 SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES

2.12.1 Specified Flexural Strength

2.12.2 Allowable Water-Cementitious Materials Ratio

2.12.3 Air Content

2.12.4 Slump

2.12.5 Concrete Temperature

SECTION 32 13 14.13 Page 3

2.12.6 Concrete Strength for Final Acceptance

2.13 MIXTURE PROPORTIONS

2.13.1 Mixture Proportions Composition

2.13.2 Proportioning Studies

2.13.2.1 Water-Cementitious Materials Ratio

2.13.2.2 Trial Mixture Studies

2.13.2.3 Mixture Proportioning for Flexural Strength

2.13.3 Average CQC Flexural Strength Required for Mixtures

2.13.3.1 From Previous Test Records

2.13.3.2 Without Previous Test Records

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Precaution

3.1.2 Proposed Techniques

3.2 CONDITIONING OF UNDERLYING MATERIAL

3.2.1 General Procedures

3.2.2 Traffic on Underlying Material

3.3 WEATHER LIMITATIONS

3.3.1 Placement and Protection During Inclement Weather

3.3.2 Paving in Hot Weather

3.3.3 Prevention of Plastic Shrinkage Cracking

3.3.4 Paving in Cold Weather

3.4 CONCRETE PRODUCTION

3.4.1 Batching and Mixing Concrete

3.4.2 Transporting and Transfer - Spreading Operations

3.5 PAVING

3.5.1 General Requirements

3.5.2 Consolidation

3.5.3 Operation

3.5.4 Required Results

3.5.5 Fixed Form Paving

3.5.5.1 Forms for Fixed-Form Paving

3.5.5.2 Form Removal

3.5.6 Slipform Paving

3.5.6.1 General

3.5.6.2 Guideline for Slipform Paving

3.5.6.3 Stringless Technology

3.5.7 Placing Reinforcing Steel

3.5.7.1 Pavement Thickness Greater Than 300 mm 12 inches

3.5.7.2 Pavement Thickness Less Than 300 mm 12 Inches

3.5.8 Placing Dowels[ and Tie Bars]

3.5.8.1 Contraction Joints

3.5.8.2 Construction Joints-Fixed Form Paving

3.5.8.3 Dowels Installed in Hardened Concrete

3.5.8.4 Lubricating Dowel Bars

3.6 FINISHING

3.6.1 Machine Finishing With Fixed Forms

3.6.2 Machine Finishing with Slipform Pavers

3.6.3 Surface Correction and Testing

3.6.4 Hand Finishing

3.6.4.1 Equipment and Template

3.6.4.2 Finishing and Floating

3.6.5 Texturing

3.6.5.1 Burlap Drag Surface

3.6.5.2 Broom Texturing

3.6.5.3 Artificial Turf Drag Surface

3.6.5.4 Wire-Comb Texturing

SECTION 32 13 14.13 Page 4

3.6.5.5 Surface Grooving

3.6.6 Edging

3.6.7 Pavement Penetrations

3.7 CURING

3.7.1 Protection of Concrete

3.7.2 Membrane Curing

3.7.3 Moist Curing

3.8 JOINTS

3.8.1 General Requirements for Joints

3.8.2 Longitudinal Construction Joints

3.8.3 Transverse Construction Joints

3.8.4 Expansion Joints

3.8.5 Slip Joints

3.8.6 Contraction Joints

3.8.7 Thickened Edge Joints

3.9 REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS

3.9.1 General Criteria

3.9.2 Repair of Free Edge Lane Vertical Faces

3.9.3 Slabs with Cracks

3.9.4 Removal and Replacement of Full Slabs

3.9.5 Repairing Spalls Along Joints

3.9.6 Weak Surfaces

3.9.7 Repair of Pilot Lane Vertical Faces

3.10 EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR

3.10.1 Removal of Existing Pavement Slab

3.10.2 Edge Repair

3.10.2.1 Spall Repair

3.10.2.2 Underbreak and Underlying Material

3.11 PAVEMENT PROTECTION

3.12 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING

CONSTRUCTION

3.12.1 Testing and Inspection by Contractor

3.12.2 Testing and Inspection Requirements

3.12.3 Control Charts

3.12.4 Concrete Strength Testing for CQC

3.12.5 Reports

-- End of Section Table of Contents --

SECTION 32 13 14.13 Page 5

USACE / NAVFAC / AFCEC UFGS-32 13 14.13 (November 2022)

Change 1 - 05/24

Preparing Activity: USACE UFGS-32 13 14.13 (August 2019)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated April 2026

SECTION 32 13 14.13

CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS

11/22, CHG 1: 05/24

NOTE: This guide specification covers the requirements for construction of concrete pavement for Army, Navy and Air Force airfields and heavy-duty roads, parking areas, hardstands, and vehicular pavement.

Adhere to UFC 1-300-02 Unified Facilities Guide Specifications (UFGS) Format Standard when editing this guide specification or preparing new project specification sections. For bracketed items, choose applicable item(s) or insert appropriate information.

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

PART 1 GENERAL

NOTE: In preparing contract specifications for concrete pavement, use UFC 3-250-04 STANDARD PRACTICE FOR CONCRETE PAVEMENTS for guidance. Use UFGS 32 13 13.06, "Portland Cement Concrete Pavement for Roads and Site Facilities," or State highway specifications only for non organizational parking, roads, streets, and driveways where the equivalent passes of an 18-kip ESAL are less than 5.7 million.

Use UFGS 32 13 14.13 for all organizational vehicle parking, special military vehicles, and airfield concrete pavements. Special military vehicles identified in UFC 3-201-1 include, but are not limited to: cranes, aircraft tow tractors, forklifts, container handling vehicles, tracked vehicles, heavy military cargo trucks (greater than 10,000 pounds (4535 kg) (e.g., Heavy Expanded Mobility Tactical Truck (HEMTT), Heavy Equipment Transport Systems (HETS), Palletized Load Systems

SECTION 32 13 14.13 Page 6

(i.e. M1074, M1075), Mine Resistant Ambush Protected (MRAP), and Stryker vehicles.

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

Contact the Corps of Engineers Transportation Systems Center (TSMCX), the Air Force Civil Engineer Center (AFCEC) pavement Subject Matter Expert (SME), or Naval Facilities Engineering Systems Command (NAVFAC) for guidance on interpreting and editing this specification section.

This specification section is structured for Contractor sampling and testing of materials and mixture proportioning. If Government sampling, testing and mixture proportioning are required, contact the TSMCX, AFCEC pavement SME, or NAVFAC for specification language.

1.1 UNIT PRICES

1.1.1 Measurements

The quantity of concrete to be paid for will be the volume of concrete in cubic meters yards including thickened edges [monolithic curb], where required, placed in the completed and accepted pavement. Concrete will be measured in place in the completed and accepted pavement only within the neat line dimensions shown in the plan and cross section. No deductions will be made for rounded or beveled edges or the space occupied by pavement reinforcement, dowel bars, [tie bars, ] or electrical conduits, nor for any void, or other structure extending into or through the pavement slab, measuring 0.1 cubic meter 3 cubic feet or less in volume.

No other allowance for concrete will be made unless placed in specified locations in accordance with the approved contract modification. The quantity of other materials specified herein, and used in the construction of the work covered by this section, will not be measured for payment, but will be considered a subsidiary obligation, covered under the price per cubic meter yard for concrete. Joint sealing materials are covered in Section 32 01 19.61 SEALING OF JOINTS IN RIGID PAVEMENT or 32 13 73.19

COMPRESSION CONCRETE PAVING JOINT SEALANT.

1.1.2 Payments

NOTE: Use the applicable paragraph from the two choices below and delete the other. For Lump Sum payment, include concrete unit price from Government estimate in paragraph LUMP SUM to provide cost basis for calculating payment reduction.

Always retain one payment method.

SECTION 32 13 14.13 Page 7

1.1.2.1 Unit Price

The quantity of concrete measured as specified above will be paid for at the contract unit price when placed in completed and accepted pavements.

Payment will be made at the contract price for cubic meter yard for the scheduled item, with necessary adjustments as specified below. Payment will constitute full compensation for providing all materials, equipment, plant and tools, and for all labor and other incidentals necessary to complete the concrete pavement, except for other items specified herein for separate payment.

1.1.2.2 Lump Sum

The quantity of concrete 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 below, a unit price of [_____] per cubic meter yard will be used for purposes of calculating the payment reduction. Payment will constitute full compensation for all materials, equipment, plant and tools, and for all labor and other incidentals necessary to complete the concrete pavement, except for other items specified herein for separate payment.

1.1.3 Payment of Lots

When a lot of material fails to meet the specification requirements, that lot will be accepted at a reduced price or be removed and replaced. The lowest computed percent payment determined for any pavement characteristic discussed below (for example, thickness, grade, and surface smoothness) becomes the actual percent payment for that lot. The actual percent payment will be applied to the unit price and the measured quantity of concrete in the lot to determine actual payment. Use results of strength tests to control concreting operations. Strength will be evaluated, but will not be considered for payment adjustment. Remove and replace any sublot not meeting the required 'Concrete Strength for Final Acceptance' at no additional cost to the Government.

1.1.4 Payment Adjustment for Smoothness

1.1.4.1 Straightedge Testing

Record location and deviation from straightedge for all measurements.

Determine the computed percent payment for straightedge testing by entering Table 1.

TABLE 1

PAYMENT ADJUSTMENT FOR SMOOTHNESS USING STRAIGHTEDGE

Deviation from straightedge for all measurements made within a lot exceed the tolerance specified in paragraph SURFACE

SMOOTHNESS by:

Computed Percent Payment

Less than or equal to 5.0 percent 100

SECTION 32 13 14.13 Page 8

TABLE 1

PAYMENT ADJUSTMENT FOR SMOOTHNESS USING STRAIGHTEDGE

Deviation from straightedge for all measurements made within a lot exceed the tolerance specified in paragraph SURFACE

SMOOTHNESS by:

Computed Percent Payment

More than 5.0 percent but Less than or equal to 10.0 percent, after any reduction of high spots or removal and replacement

More than 10.0 percent but Less than or equal to 15.0 percent

More than 15.0 percent but Less than or equal to 20.0 percent

More than 20.0 percent Remove and Replace

1.1.4.2 Profilograph Testing

Record location and data from all profilograph measurements. Determine the computed percent payment for profilograph smoothness by entering Table 2.

TABLE 2

PAYMENT ADJUSTMENT FOR SMOOTHNESS USING PROFILOGRAPH

Profile Index of a 0.1 km 0.1 mile segment of a lot exceeds the tolerance specified in paragraph

SURFACE SMOOTHNESS by:

Computed Percent Payment

Less than 16 mm per km 1.0 inch per mile 100

16 mm per km 1.0 inch per mile but Less than 32 mm per km 2.0 inches per mile , after any reduction of high spots or removal and replacement

32 mm per km 2.0 inches per mile but Less than 47 mm per km 3.0 inches per mile

47 mm per km 3.0 inches per mile but Less than 63 mm per km 4.0 inches per mile

SECTION 32 13 14.13 Page 9

TABLE 2

PAYMENT ADJUSTMENT FOR SMOOTHNESS USING PROFILOGRAPH

Profile Index of a 0.1 km 0.1 mile segment of a lot exceeds the tolerance specified in paragraph

SURFACE SMOOTHNESS by:

Computed Percent Payment

63 mm per km 4.0 inches per mile or more Remove and Replace

1.1.4.3 Aircraft Arresting Systems

NOTE: Delete this paragraph, AIRCRAFT ARRESTING SYSTEMS, if not present or impacted by paving operations.

The 60 m 200 feet of airfield pavement on both the approach and departure sides of the arresting system pendant is a critical area. Consider this area as a separate lot for payment adjustment for smoothness. Protruding objects and undulating surfaces are detrimental to successful tailhook engagements and are not allowable. No exceedance of the tolerances specified in paragraph STRAIGHTEDGE TESTING is acceptable. Remove and replace pavements exceeding the tolerances.

1.1.5 Payment Adjustment for Plan Grade

Determine the computed percent payment for plan grade by entering TABLE 3.

TABLE 3

PAYMENT ADJUSTMENT FOR PLAN GRADE

Percent of all measurements made within a lot that are within the payment adjustment limits specified in paragraph Plan Grade

Computed Percent Payment

Less than or equal to 5.0 100

More than 5.0 but Less than or equal to 10.0

More than 10.0 but Less than 20

SECTION 32 13 14.13 Page 10

TABLE 3

PAYMENT ADJUSTMENT FOR PLAN GRADE

Percent of all measurements made within a lot that are within the payment adjustment limits specified in paragraph Plan Grade

Computed Percent Payment

More than 20.0 but Less than 50

50 or more Remove and Replace

As an example, if 100 measurements are required for the specified lot, and 9 of the required measurements are within the Payment Adjustment limits identified in paragraph Plan Grade, 9 percent would be used to determine the computed percent payment of 95 percent.

1.1.6 Payment Adjustment for Thickness

Using the Average Thickness of the lot, determine the computed percent payment for thickness by entering Table 4.

TABLE 4

PAYMENT ADJUSTMENT FOR THICKNESS

Deficiency in Thickness Determined by cores millimeters inches

Computed Percent Payment

Pavements Equal To or Greater Than 200 mm 8 inches

Thick

Pavements Less Than 200 mm 8 inches Thick

0.00 to 6.2 0.00 to 0.24 100 100

6.3 to 12.5 0.25 to 0.49 75 65

12.6 to 18.9 0.50 to 0.74 50 Remove and Replace

19.0 0.75 or greater Remove and Replace Remove and Replace

Where either of the two cores from a sublot show a thickness deficiency of 19 mm 0.75 inch or greater, [ 13 mm 0.50 inch for pavements 200 mm 8 inches or less in thickness] drill two more cores in the sublot and compute the average thickness of the four cores. If this average shows a thickness deficiency of 19 mm 0.75 inch or more [ 13 mm 0.50 inch for pavements 200 mm 8 inches or less in thickness] remove the entire sublot.

SECTION 32 13 14.13 Page 11

1.2 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 182 (2005; R 2021; E 2024) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 201.1R (2008) Guide for Conducting a Visual Inspection of Concrete in Service

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 305R (2020) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 325.14R (2017) Guide for Design and Proportioning of Concrete Mixtures for Pavements

ASTM INTERNATIONAL (ASTM)

ASTM A184/A184M (2024) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

SECTION 32 13 14.13 Page 12

ASTM A615/A615M (2026) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A996/A996M (2016) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

ASTM A1064/A1064M (2024) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A1078/A1078M (2019) Standard Specification for Epoxy-Coated Steel Dowels in Concrete Pavement

ASTM C29/C29M (2023) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C31/C31M (2026a) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2024a) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2026) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C78/C78M (2022) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

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

ASTM C94/C94M (2026) Standard Specification for Ready-Mixed Concrete

ASTM C114 (2024) Standard Test Methods for Chemical Analysis of Hydraulic Cement

ASTM C117 (2023) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2023) Standard Test Method for Lightweight Particles in Aggregate

ASTM C125 (2025b) Standard Terminology Relating to Concrete and Concrete Aggregates

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

SECTION 32 13 14.13 Page 13

ASTM C136/C136M (2025) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C138/C138M (2024a) Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C142/C142M (2017; R 2023) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C143/C143M (2026a) Standard Test Method for Slump of Concrete

ASTM C150/C150M (2024) Standard Specification for Portland Cement

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C174/C174M (2025) Standard Test Method for Measuring Thickness of Concrete Elements Using Drilled Concrete Cores

ASTM C192/C192M (2026) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2026) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2024) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C294 (2024) Standard Descriptive Nomenclature for Constituents of Concrete Aggregates

ASTM C295/C295M (2019) Standard Guide for Petrographic Examination of Aggregates for Concrete

ASTM C309 (2025) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C494/C494M (2024) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2025) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2025a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C666/C666M (2026) Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing

SECTION 32 13 14.13 Page 14

ASTM C881/C881M (2020a) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C989/C989M (2025) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1064/C1064M (2023) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2026) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1240 (2020) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2023) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1567 (2025) Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2022) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C1646/C1646M (2024) Making and Curing Test Specimens for Evaluating Frost Resistance of Coarse Aggregate in Air-Entrained Concrete by Rapid Freezing and Thawing

ASTM C1895 (2020) Standard Test Method for Determination of Mohs Scratch Hardness

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

ASTM D1751 (2018) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2018) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

SECTION 32 13 14.13 Page 15

ASTM D2196 (2010) Standard Test Methods for Rheological Properties of Non-Newtonian Materials by Rotational (Brookfield type) Viscometer

ASTM D2995 (2023) Determining Application Rate of Bituminous Distributors

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

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

ASTM E1274 (2018); R 2024 Standard Test Method for Measuring Pavement Roughness Using a Profilograph

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2015) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 55 (1992) Test Method for Within-Batch Uniformity of Freshly Mixed Concrete

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 143 (1962) Specifications for Meters for Automatic Indication of Moisture in Fine Aggregate

COE CRD-C 300 (1990) Specifications for Membrane-Forming Compounds for Curing Concrete

COE CRD-C 521 (1981) Standard Test Method for Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 662 (2009) Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials, Lithium Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method)

U.S. DEPARTMENT OF DEFENSE (DOD)

TSPWG M 3-250-04.97-05 (2019) Proportioning Concrete Mixtures with Graded Aggregates for Rigid Airfield Pavements

SECTION 32 13 14.13 Page 16

1.3 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 and Air Forceprojects.

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.

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. Submittals not having a "G" or "S" classification are 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-01 Preconstruction Submittals

Proposed Techniques ; G, [_____]

Preliminary Proposed Proportioning ; G, DO

Pavement Quality Control Plan ; G, [_____]

Stringless Technology ; G, [_____]

SD-03 Product Data

Diamond Grinding Plan ; G, [_____]

Dowels ; G, [_____]

SECTION 32 13 14.13 Page 17

Dowel Bar Assemblies ; G, [_____]

Equipment ; G, [_____]

Concrete Patching Mixture ; G, [_____]

SD-05 Design Data

Proportioning Studies ; G, DO

SD-06 Test Reports

Batch Plant Manufacturer's Inspection Report ; G, [_____]

Slipform Paver Manufacturer's Inspection Report ; G, [_____]

Sampling and Testing ; G, [_____]

Diamond Grinding of PCC Surfaces ; G, [_____]

Mixer Performance (Uniformity) Testing ; G, [_____]

Repair Recommendations Plan ; G, [_____]

Paving Lot Report ; G, [_____]

Test Section Paving Lot Report ; G, [_____]

Test Section Lot Report ; G, [_____]

SD-07 Certificates

Contractor Quality Control (CQC) Staff ; G, [_____]

Laboratory Accreditation and Validation ; G, [_____]

Commercial Laboratory ; G, [_____]

NRMCA Certificate of Conformance

Petrographer Resume ; G, [_____]

Licensed Surveyor ; G, [_____]

Concrete Batch Plant Operator ; G, [_____]

Profilograph Operator ; G, [_____]

1.4 QUALITY CONTROL

NOTE:For Air Force and Army airfield paving projects, retain the first bracketed statement, delete the second bracketed statement, and coordinate Concrete Paving CQC Manager requirements with the Quality Control Manager paragraph of the Quality Control specification (01 45 00).

For Other Heavy Duty (non-airfield) paving projects, SECTION 32 13 14.13 Page 18 retain the second bracketed statement, delete the first bracketed statement, and ensure consistency with the Quality Control specification.

1.4.1 Contractor Quality Control (CQC) Staff

Reference Section 01 45 00 QUALITY CONTROL for general CQC personnel qualification requirements. In addition, submit specific CQC personnel qualification requirements listed below. Submit qualifications and resumes for the Concrete Paving CQC Manager and petrographer. Submit certification for all CQC personnel assigned to concrete construction for their respective position:

a. Identify an individual within the onsite work organization as the Concrete Paving CQC Manager, who is responsible for overall management of concrete paving CQC and has the authority to act in all concrete paving CQC matters including authority to stop concrete paving work which is out of compliance.

[The minimum requirements for the Concrete Paving CQC Manager consist of 8 years airfield concrete paving experience similar to work required under this contract with a minimum of 3 years in a concrete paving CQC role. The Concrete Paving CQC Manager is a separate person, and is in addition to the Quality Control Manager identified in Section 01 45 00 QUALITY CONTROL.]

[The minimum requirements for the Concrete Paving CQC Manager consist of 5 years concrete paving experience similar to work required under this contract with a minimum of 2 years in a concrete paving CQC role.

The Concrete Paving CQC Manager can also serve as the Quality Control Manager provided they meet the requirements of Section 01 45 00 QUALITY CONTROL and the Concrete Paving CQC Manager experience requirements above.]

b. CQC personnel responsible for inspection of concrete paving operations: ACI Concrete Transportation Construction Inspector. The ACI Concrete Transportation Construction Inspector is required to be present at the paving site during all paving operations, with the exception of the initial saw cutting operation. The QC manager is required to be present during initial saw cutting operations.

c. CQC staff is required to oversee all aspects of sawing operations (sawing, flushing, vacuuming, checking for random cracking, lighting).

d. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews: ACI Advanced Concrete Flatwork Finisher .

e. Batch Plant Manufacturer's Inspection Report : A technical representative from the batch plant manufacturer is required to be on-site to inspect and make necessary adjustments prior to uniformity testing and after major component repairs or replacements. The inspection and necessary adjustments of all batch plant components include but are not limited to aggregate bin weighing operations, water metering, cement and fly ash weighing devices. All necessary inspections and adjustments by the manufacturer technical representative are required to be performed prior to uniformity testing. Submit a written Batch Plant Manufacturer's Inspection Report signed by the technical representative noting all inspection items

SECTION 32 13 14.13 Page 19 and corrections and stating the batch plant is capable of producing the volume of concrete as required herein.

f. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade I.

g. Slipform Paving Equipment Manufacturer's Representative: A technical representative of the slipform paving equipment manufacturer is required to be on-site during the test section construction to inspect and make corrections to the paving equipment to provide proper operations. Perform a complete and full hydraulic flow test of the vibrator system prior to the test section being placed. Submit a written Slipform Paver Manufacturer's Inspection Report signed by the manufacturer's technical representative noting all inspections, corrections, and flow tests have been performed and the paver is in a condition to perform the required work.

h. Laboratory Testing Technicians: ACI Concrete Strength Testing Technician and ACI Concrete Laboratory Testing Technician, Level 1 or 2.

1.4.2 Other Staff

NOTE: For Licensed Surveyor, select the first bracketed text for CONUS projects and the second set of bracketed text for OCONUS project.

Submit for approval the qualifications and resumes for the following staff:

a. Petrographer: Bachelor of Science degree in geology or petrography, trained in petrographic examination of concrete aggregate according to ASTM C294 and ASTM C295/C295M and trained in identification of the specific deleterious materials and tests identified in this specification. Detail the education, training and experience related to the project-specific test methods and deleterious materials in the Petrographer Resume and submit at least 20 days before petrographic and deleterious materials examination is to commence .

b. Licensed Surveyor : Perform all survey work under the supervision of a professional land surveyor licensed in the [state][region] the work is being performed.

c. Concrete Batch Plant Operator : National Ready Mix Concrete Association (NRMCA) Plant Manager certification.

d. Profilograph Operator : Certification by equipment manufacturer or a state Department of Transportation .

1.4.3 Laboratory Accreditation and Validation

NOTE: At the discretion of the Navy project engineer, the requirements for the USACE MTC validation of construction testing laboratories may be deleted. Validation of the project laboratories will provide an additional level of quality control for the project, and is strongly recommended by

SECTION 32 13 14.13 Page 20

NAVFAC and USACE based on past experience.

For all Air Force and Army projects, retain the bracketed statement requiring USACE MTC validation of laboratories.

Provide laboratory and testing facilities. Submit accreditation of the commercial laboratory by an independent evaluation authority, indicating conformance to ASTM C1077, including all applicable test procedures identified in this specification. If multiple laboratories are proposed, identify which tests will be conducted by each. Submit accreditation documentation a minimum of 30 days before any specified testing is performed. The laboratories performing the tests are required to be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. Provide current accreditation and include the required and optional test methods, as specified. [In addition, all laboratories performing testing require USACE validation by the Material Testing Center (MTC) for both parent laboratory and on-site laboratory. Validation on all laboratories is required to remain current throughout the duration of the paving project. Request MTC laboratory validation at https://mtc.erdc.dren.mil/requestvalidation.aspx for costs and scheduling.

Contact the MTC Director at https//mtc.erdc.dren.mil/contact2.aspx with questions or additional information.]

1.4.3.1 Aggregate Testing and Mix Proportioning

Aggregate testing and mixture proportioning studies are required to be performed by a commercial laboratory.

1.4.3.2 Acceptance Testing

NOTE: While ASTM C31 and ASTM C192 allow use of other materials for beam molds, steel molds are required for flexural beam specimens (ASTM C78).

Provide all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the paving site and in the laboratory. Provide steel molds for molding the beam specimens. Provide on-site temperature-controlled concrete curing facilities. Provide and maintain boxes or other facilities suitable for storing and curing the specimens at the paving site while in the mold within the temperature range stipulated by ASTM C31/C31M. [Provide flexural loading equipment in accordance with ASTM C78/C78M] [Provide compressive loading equipment in accordance with ASTM C39/C39M.]

1.4.3.3 Pavement Quality Control Plan

Submit the Pavement Quality Control Plan . The Pavement Quality Control Plan is specific to this specification and supplements the overall Quality Control Plan required by Section 01 45 00 QUALITY CONTROL. Do not produce portland cement concrete pavement for payment until the Pavement Quality Control Plan has been approved. In the Pavement Quality Control Plan, address all elements which affect the quality of the pavement including, but not limited to:

a. Condition of underlying course

SECTION 32 13 14.13 Page 21

b. Condition of adjacent pavement and dowels

c. Stockpile management and aggregate grading

d. Mix proportions and batching operations

e. Transportation

f. Placing and consolidation

g. Placing dowels [and tie bars]

h. Finishing and texturing

i. Curing

j. Sawcutting Joints

k. CQC Testing and Inspection

l. Inclement / Hot / Cold Weather Plans

1.4.3.4 Laboratory Inspection

The Government will inspect all laboratories requiring validation for equipment and test procedures prior to the start of any concreting operations for conformance to ASTM C1077. Schedule and provide payment for laboratory inspections. Additional payment or a time extension due to failure to acquire the required laboratory validation is not allowed. The laboratory is to maintain this certification for the duration of the project.

1.4.4 Preconstruction Testing of Materials

All sampling and testing is required to be performed using an approved commercial laboratory or, for cementitious materials and chemical admixtures, a laboratory maintained by the manufacturer of the material.

Materials are not allowed to be used until notice of acceptance has been given. Additional payment or extension of time due to failure of any material to meet project requirements, or for any additional sampling or testing required is not allowed. Additional tests may be performed by the Government; such Government testing does not relieve any required testing responsibilities.

1.4.4.1 Aggregates

Sample aggregates in the presence of a Government Representative. Obtain samples representative of the materials to be used for the project in accordance with ASTM D75/D75M. Perform all aggregate tests no earlier than 6 months prior to test section construction.

1.4.4.2 Chemical Admixtures, Curing Compounds and Epoxies

At least 30 days before the material is used, submit certified copies of test results for the specific lots or batches to be used on the project.

Provide test results less than 5 years old prior to use in the work.

Retest chemical admixtures that have been in storage for longer than 6 months or that have been subjected to temperatures outside of manufacturer requirements. Reject if test results do not meet the Level 2 proof of compliance requirements of ASTM C494/C494M.

1.4.4.3 Testing of Cementitious Materials

All materials referenced under paragraph CEMENTITIOUS MATERIALS will be accepted on the basis of manufacturer's certification of compliance, accompanied by mill test reports showing that the material in each shipment meets the requirements of the specification under which it is provided. Provide mill test reports no more than 1 month old, prior to use in the work. Do not use cementitious materials until notice of

SECTION 32 13 14.13 Page 22 acceptance has been given. Cementitious materials may be subjected to testing by the Government from samples obtained at the mill, at transfer points, or at the project site. If tests prove that a cementitious material that has been delivered is unsatisfactory, promptly remove it from the project site. Retest cementitious material that has not been used within 6 months after testing, and reject if test results do not meet manufacturer requirements.

1.4.5 Testing During Construction

During construction, sample and test aggregates, cementitious materials, and concrete as specified herein. The Government will sample and test concrete and ingredient materials as considered appropriate. Provide facilities and labor necessary for procurement of representative test samples. Testing by the Government does not relieve the specified testing requirements.

1.4.6 Test Section

NOTE: If test section is not to be part of the production pavement area, delete the bracketed sentence referring to test sections constructed as part of production pavement and production lot payment.

1.4.6.1 General

a. Schedule the test section after all required submittals and uniformity testing has been reviewed and approved. Perform a preparatory meeting before commencing the test section.

b. Construct a separate test section for each placement method (slipform, fixed form, and hand placement) proposed for use. Construct a separate test section for each paver and each batch plant proposed for use.

c. Up to 15 days, but not more than 60 days, prior to construction of the concrete pavement, construct a test section [near the job site, but not as part of the production pavement area.][as part of the production paving area at an outer edge as indicated on the drawings.] Construct the pilot lane and fill-in lane test sections on separate days using the approved mixture proportions. Aggregate proportioning changes may be required due to specification requirements not being met.

d. Construct the test section matching the thickest pavement section and underlying structure required in the work. Use the same equipment, materials, and construction techniques on the test sections as proposed for use in all subsequent work. The underlying layers must be reviewed and approved by the Government prior to paving of the test section.

e. Perform underlying layer preparation, concrete production, placing, consolidating, texturing, curing, construction of joints, and all testing in accordance with applicable provisions of this specification.

f. Use the test sections to develop and demonstrate the proposed techniques of mixing, hauling, placing, consolidating, finishing, SECTION 32 13 14.13 Page 23 texturing, curing, initial saw cutting, start-up procedures, sampling, testing methods, plant operations, and the preparation of the joints for production paving. Report per requirements of paragraph Reports as the Test Section Paving Lot Report .

1.4.6.2 Pilot Lane

Construct the test section consisting of one continuous paving lane at least 130 m 400 feet long and to the same thickness as the thickest portion of pavement shown on the Drawings. The test section may not exceed 180 m 600 feet; all pavement placed for the test section before or after 130 m 400 feet of continuously acceptable placement must be removed. Construct at the same lane width as that required for use in the project. If [keyed or ] doweled longitudinal construction joints are required in any of the production pavements, install them full length along one side of the test lane throughout the test section. [If both keys and dowels are required, install each in half of the test section.]

1.4.6.3 Fill-In Lane

A fill-in lane is defined as full width concrete placement using two adjacent lanes as forms. Consider the first 130 m 400 feet of the initial production fill-in lane as a test section for purposes of testing and evaluation. All requirements for the test section are applicable. Obtain cores from the fill-in lane side of the longitudinal construction joint with the pilot lane. No measurements will be required for longitudinal vertical faces that are against existing or recently placed panels.

Straightedge measurements are required across the joint per paragraph Testing Method.

1.4.6.3.1 Alternative Placement Method

If proposed techniques includes alternative placement method resulting in lanes with one free edge and one edge placed against existing or new pavement the first placement will be considered the fill-in lane for test section evaluation purposes. The fill-in lane test section requirements in paragraph Fill-In Lane will apply to the first lane that is not a pilot lane. Test the free edge for all measurements required for a pilot lane and the enclosed edge with all measurements for a fill-in lane.

1.4.6.4 Testing and Inspection

NOTE: Subparagraph b. Air content loss through the paver is For Information Only, but required information to be submitted within the Test Section Lot Report.

a. Provide aggregate, fresh concrete, and hardened concrete sampling and testing in accordance with paragraph Testing and Inspection by Contractor and Table 17. Provide inspection of the hardened concrete for surface smoothness, plan grade, edge slump and joint face deformation in accordance with the specifications. Provide a test section report in accordance with paragraph Reports.

b. Provide sampling and testing to determine the loss of air content through the paving equipment. Samples are to be obtained before and after the paving equipment along the vibrator path and in-between the

SECTION 32 13 14.13 Page 24 vibrators. Obtain one sample of the fresh concrete before the paving equipment has passed with material in the sublot. Once the paver has passed, obtain two samples of the in-place, plastic concrete to the full depth of the placement avoiding the underlying layer. Provide stationing references for all samples. Report this data in the Test Section Lot Report . This testing is in addition to required testing in paragraph TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING CONSTRUCTION and only required during the Test Section(s).

Adjustments to air contents to meet the specified air content in paragraph Air Content are only to be made based on measured air contents before the paver has passed. Immediately fill voids resulting from sample collection with freshly mixed concrete, strike off, consolidate with an internal vibrator, and refinish.

c. No more than three working days after completion of the test sections, procure, evaluate and measure eight cores with a minimum diameter of 150 mm 6 inches by full depth cut from points selected in the test sections by the Government on a basis of two cores per sublot.

Evaluate cores in accordance with paragraph EVALUATION OF CORES.

Measure cores in accordance with paragraph THICKNESS.

1.4.6.5 Acceptance of Test Section

a. Construct the test sections meeting the specification requirements including plastic and hardened concrete properties, surface texture, thickness, plan grade, smoothness, joint face deformation, edge slump, and plan joint alignment.

b. Do not commence production paving until the results on aggregates and concrete, including evaluation of cores, and all pavement measurements for edge slump, joint face deformation, actual plan grade, surface smoothness, and thickness have been submitted and approved, and the payment calculation has been submitted for information only. Remove test sections which do not meet specification requirements and conduct additional test sections, as required. If an acceptable test section is unable to be constructed by slipform paving, repair or replace the slipform paving equipment, or complete the paving using fixed-forms and equipment as required by the specification. [Pavement accepted as a production lot will be evaluated and paid as specified in PART 1

GENERAL.]

1.4.7 Acceptability of Work

The materials and the pavement itself will be accepted on the basis of production testing. The Government may make check tests to validate the results of the production testing. If the results of the production testing vary by less than 2.0 percent of the Government's test results, the results of the production testing will be used. If the results of the Government and production tests vary by 2.0 percent, but less than 4.0 percent, the average of the two will be considered the value to be used.

If these vary by 4.0 percent or more, carefully evaluate each sampling and testing procedure and obtain another series of Government and production tests on duplicate samples of material. If these vary by 4.0 percent or more, use the results of the tests made by the Government and the Government will continue check testing of this item on a continuous basis until the two sets of tests agree within less than 4.0 percent on a regular basis. Testing performed by the Government does not relieve the specified testing requirements.

SECTION 32 13 14.13 Page 25

1.4.8 Acceptance Requirements

1.4.8.1 Pavement Lots

NOTE: Specify the lot size on the basis of volume of production. Select the lot size not to exceed 750 cubic meters 1000 cubic yards of concrete pavement.

When the total job does not exceed 750 cubic meters 1000…