UFGS 32 13 13.06 Concrete for Site Facilities.pdf

USACE / NAVFAC / AFCEC / NASA UFGS-32 13 13.06 (May 2020)

Preparing Activity: NAVFAC Superseding

UFGS-32 13 13.06 (November 2011)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated April 2022

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 13 13.06

PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILITIES

05/20

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurement

1.1.2 Payment

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

1.4.1 NRMCA Certificate of Conformance

1.4.2 Qualifications

1.4.2.1 Laboratory Accreditation

1.4.2.2 Field Technicians

1.4.3 Batch Tickets

1.5 DELIVERY, STORAGE, AND HANDLING

1.6 ACCEPTANCE

1.6.1 Tolerances

1.6.2 Test Section

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

2.1.1.2 Blended Cement

2.1.1.3 Fly Ash and Pozzolan

2.1.1.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.1.1.5 Silica Fume

2.1.1.6 Slag

2.1.1.7 Supplementary Cementitious Materials (SCM) Content

2.1.2 Water

2.1.3 Aggregate

2.1.3.1 Durability

2.1.3.2 Alkali Reactivity Test

2.1.3.3 Fine Aggregates

SECTION 32 13 13.06 Page 1

2.1.3.4 Coarse Aggregates

2.1.4 Chemical Admixtures

2.1.4.1 Water Reducing Admixtures

2.1.4.2 Air Entraining Admixture

2.1.4.3 High Range Water Reducing Admixture

2.1.5 Reinforcement

2.1.5.1 Dowel Bars

2.1.5.2 Tie Bars

2.1.5.3 Reinforcement

2.1.6 Curing Materials

2.1.6.1 White-Burlap-Polyethylene Sheet

2.1.6.2 Liquid Membrane-Forming Compound

2.1.6.3 Liquid Chemical Sealer-Hardener Compound

2.1.7 Joint Fillers and Sealants

2.1.8 Biodegradable Form Release Agent

2.1.9 Epoxy Resin

2.1.10 Joint Materials

2.1.10.1 Expansion Joint Materials

2.1.10.2 Slip Joint Material

2.2 MIX DESIGN

2.2.1 Specified Concrete Properties

2.2.1.1 Flexural Strength

2.2.1.2 Air Entrainment

2.2.1.3 Slump

2.2.1.4 Water/Cementitious Materials Ratio

2.2.1.5 Albedo

2.2.2 Mix Design Report

2.2.3 Mix Verification

2.3 EQUIPMENT

2.3.1 Batching and Mixing

2.3.2 Transporting Equipment

2.3.3 Delivery Equipment

2.3.4 Paver-Finisher

2.3.4.1 Paver-Finisher with Fixed Forms

2.3.4.2 Slipform Paver-Finisher

2.3.4.3 Other Types of Finishing Equipment

2.3.4.4 Work Bridge

2.3.5 Texturing Equipment

2.3.5.1 Fabric Drag

2.3.5.2 Deep Texturing Equipment

2.3.6 Curing Equipment

2.3.7 Sawing Equipment

2.3.8 Straightedge

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Limitations

3.1.1.1 Inclement Weather

3.1.1.2 Hot Weather

3.1.1.3 Prevention of Plastic Shrinkage Cracking

3.1.1.4 Cold Weather

3.1.2 Conditioning of Underlying Material

3.1.3 Forms

3.1.4 Reinforcement

3.1.4.1 Dowel Bars

3.1.4.2 Tie Bars

3.1.4.3 Setting Slab Reinforcement

3.2 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE

SECTION 32 13 13.06 Page 2

3.2.1 Measuring

3.2.2 Mixing

3.2.3 Conveying

3.2.4 Placing

3.3 PAVING

3.3.1 Paving Plan

3.3.2 Required Results

3.3.3 Operation

3.3.4 Consolidation

3.3.5 Fixed Form Paving

3.3.6 Slipform Paving

3.4 JOINTS

3.4.1 Contraction Joints

3.4.2 Construction Joints - Fixed Form Paving

3.4.3 Dowels Installed In Hardened Concrete

3.5 FINISHING CONCRETE

3.5.1 Machine Finishing

3.5.1.1 Equipment Operation

3.5.1.2 Joint Finish

3.5.1.3 Hand Finishing

3.5.2 Texturing

3.5.2.1 Burlap Drag Finish

3.5.2.2 Brooming

3.5.2.3 Wire-Comb Texturing

3.5.2.4 Surface Grooving

3.5.3 Edging

3.6 CURING AND PROTECTION

3.6.1 Moist Curing

3.6.2 White-Burlap-Polyethylene Sheet

3.6.3 Liquid Membrane-Forming Compound Curing

3.6.4 Protection of Treated Surfaces

3.7 FIELD QUALITY CONTROL

3.7.1 Sampling

3.7.2 Consistency Tests

3.7.3 Flexural Strength Tests

3.7.4 Air Content Tests

3.7.5 Surface Testing

3.7.5.1 Straightedge Testing Method

3.7.5.2 Profilograph Testing Method

3.7.5.3 "Bumps" (Must Grind Areas)

3.7.5.4 Diamond Grinding

3.7.6 Plan Grade Testing and Conformance

3.7.7 Edge Slump

3.7.8 Test for Pavement Thickness

3.7.9 Reinforcement

3.7.10 Dowels

-- End of Section Table of Contents --

SECTION 32 13 13.06 Page 3

USACE / NAVFAC / AFCEC / NASA UFGS-32 13 13.06 (May 2020)

Preparing Activity: NAVFAC Superseding

UFGS-32 13 13.06 (November 2011)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated April 2022

SECTION 32 13 13.06

PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILITIES

05/20

NOTE: This guide specification covers the requirements for Portland cement concrete paving jobs such as roads, streets, sidewalks, and parking lots.

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

Remove information and requirements not required in respective project, whether or not brackets are present.

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

NOTE: The extent and location of the work to be accomplished should be indicated on the project drawings, or included in the project specifications.

Portland cement pavements for airfields and special military vehicles, identified in UFC 3-201-01 (2018), paragraph 4-1, Surface and Unsurfaced Road And Site Pavement, are not included in this specification. Specify airfield and special military vehicle Portland cement concrete paving using Section 32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS. Consult agency Subject Matter Expert (SME) for appropriate use of this guide specification.

SECTION 32 13 13.06 Page 4

PART 1 GENERAL

1.1 UNIT PRICES

NOTE: If lump sum payment is used, delete the following paragraphs on Measurement and Payment.

1.1.1 Measurement

The quantity of concrete to be paid for will be the volume of concrete in cubic meters yards including 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 edges or the space occupied by embedded items or voids.

1.1.2 Payment

Payment will be made at the contract price per cubic meter yard for the scheduled item. Payment will constitute full compensation for furnishing all materials, equipment, plant and tools, and for all labor and other incidentals necessary to complete the concrete pavement.

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 CONCRETE INSTITUTE (ACI)

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

SECTION 32 13 13.06 Page 5

ACI 305R (2020) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM A184/A184M (2019) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A615/A615M (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A775/A775M (2017) Standard Specification for Epoxy-Coated Steel Reinforcing Bars

ASTM A966/A966M (2015; R 2020) Standard Test Method for Magnetic Particle Examination of Steel Forgings Using Alternating Current

ASTM C31/C31M (2021a) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C42/C42M (2020) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C78/C78M (2021) 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 (2021b) Standard Specification for Ready-Mixed Concrete

ASTM C143/C143M (2020) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2021) Standard Specification for Portland Cement

ASTM C171 (2020) Standard Specification for Sheet Materials for Curing Concrete

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

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for

SECTION 32 13 13.06 Page 6

Air-Entraining Admixtures for Concrete

ASTM C309 (2019) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C494/C494M (2019) Standard Specification for Chemical Admixtures for Concrete

ASTM C595/C595M (2021) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

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

ASTM C989/C989M (2018a) 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 C1077 (2017) 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 (2021) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1542/C1542M (2019) Standard Test Method for Measuring Length of Concrete Cores

ASTM C1549 (2016) Standard Test Method for Determination of Solar Reflectance Near Ambient Temperature Using a Portable Solar Reflectometer

ASTM C1567 (2021) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM D1751 (2018) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural

SECTION 32 13 13.06 Page 7

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

ASTM D2995 (1999; R 2009) Determining Application Rate of Bituminous Distributors

ASTM D6155 (2019) Nontraditional Coarse Aggregate for Bituminous Paving Mixtures

ASTM E1274 (2018) 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

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, 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, SECTION 32 13 13.06 Page 8 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-03 Product Data

Curing Materials

Reinforcement

Epoxy Resin

Cementitious Materials; G[, [_____]]

[ Albedo

] Dowel Bars

Expansion Joint Filler

SD-04 Samples

Test Section; G[, [_____]]

SD-05 Design Data

Mix Design Report; G[, [_____]]

SD-06 Test Reports

Concrete Slump Tests

Concrete Uniformity

Flexural Strength

Air Content

SD-07 Certificates

Batch Tickets

NRMCA Certificate Of Conformance

SD-08 Manufacturer's Instructions

Diamond Grinding Plan

SECTION 32 13 13.06 Page 9

1.4 QUALITY CONTROL

1.4.1 NRMCA Certificate of Conformance

Provide a batching and mixing plant consisting of a stationary-type central mix plant, including permanent installations and portable or relocatable plants installed on stable foundations. Provide a plant designed and operated to produce concrete within the specified tolerances, with a minimum capacity of 200 cubic meters 250 cubic yards [_____] per hour. Submit NRMCA Certificate of Conformance that conforms to the requirements of NRMCA QC 3 including provisions addressing:

1. Material Storage and Handling

2. Batching Equipment

3. Central Mixer

4. Ticketing System

5. Delivery System

1.4.2 Qualifications

1.4.2.1 Laboratory Accreditation

Perform sampling and testing using an approved commercial testing laboratory or on-site facilities that are accredited in accordance with ASTM C1077. Do not start work requiring testing until the facilities have been inspected and approved. 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. Maintain this certification for the duration of the project.

1.4.2.2 Field Technicians

Provide field technicians meeting one of the following criteria:

a. Have at least one National Ready Mixed Concrete Association (NRMCA) certified concrete craftsman and at least one American Concrete Institute (ACI) Flatwork Finisher Certified craftsman on site, overseeing each placement crew during all concrete placement.

b. Have no less than three NRMCA certified concrete installers and at least two American Concrete Institute (ACI) Flatwork Finisher Certified installers on site working as members of each placement crew during all concrete placement.

1.4.3 Batch Tickets

Submit batch tickets for each load of ready-mixed concrete in accordance with ASTM C94/C94M.

1.5 DELIVERY, STORAGE, AND HANDLING

Deliver concrete paving in accordance with ASTM C94/C94M.

SECTION 32 13 13.06 Page 10

1.6 ACCEPTANCE

1.6.1 Tolerances

Acceptance of Portland cement concrete pavement is based on compliance with the tolerances presented in Table 1. Remove and replace concrete pavement represented by the failing tests or submit repair plan for approval.

Table 1

Measurement Tolerance

PLASTIC CONCRETE

Slump plus 0, minus 37.5 mm 1.5 inches

Air Content plus/minus 1.5 percent

Flexural Strength No individual specimen less than 0.69 MPa 100 psi below specified strength.

HARDENED CONCRETE

Grade plus/minus 15 mm 0.05 feet from plan

Smoothness No abrupt change exceeding 3 mm 1/8 inch

Straightedge Not more than 3 mm 1/8 in for roads.

Not more than 6 mm 1/4 in for open storage areas.

Profilograph Not more than 140 mm/km 9 inches/mile

Thickness [minus 19 mm 3/4 inch for pavement equal to/greater than 200 mm 8 inches thick] [minus 12.5 mm 1/2 inch for pavement less than 200 mm 8 inches thick.]

Edge Slump 85 percent less than 6 mm 1/4 inch and 100 percent less than 9 mm 3/8 inch.

1.6.2 Test Section

Construct a minimum [_____] 37 square meters 400 square feet test section to demonstrate typical joints, surface finish, texture, color, thickness, and standard of workmanship using the mixture proportions, materials, and equipment as proposed for the project. Test in accordance with requirements in FIELD QUALITY CONTROL.

When a test section does not meet one or more of the tolerances in Table 1, remove and reconstruct the test section. If the test section is acceptable, it may be incorporated into the project.

SECTION 32 13 13.06 Page 11

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

NOTE: Coal fly ash, slag, and silica fumes are EPA designated recovered products to be ingredients in concrete and cement. Use materials with recycled content where appropriate for use. The following section allows a percentage range of supplementary cementitious materials(SCM). Consult agency SME for guidance on choice.

Select sentence in brackets to specify SCM content.

[ Provide cementitious materials in concrete mix with 20 to 50 percent non-portland cement pozzolanic materials [or slag ]by weight.

]2.1.1.1 Portland Cement

Conforming to ASTM C150/C150M, Type I or II [III, for high early concrete] [or V] [low alkali].

2.1.1.2 Blended Cement

Provide blended cement conforming to ASTM C595/C595M, Type IP or IS, including the optional requirement for mortar expansion [and sulfate soundness]. Provide pozzolan added to the Type IP blend consisting of ASTM C618 Class F or Class N and that is interground with the cement clinker. Include in written statement from the manufacturer that the amount of pozzolan in the finished cement does not vary more than plus or minus 5 mass percent of the finished cement from lot to lot or within a lot. The percentage and type of mineral admixture used in the blend are not allowed to change from that submitted for the aggregate evaluation and mixture proportioning. The requirements of paragraph Supplementary Cementitious Materials (SCM) Content do not apply to the SCM content of blended cement.

2.1.1.3 Fly Ash and Pozzolan

NOTE: Use loss on ignition not exceeding 3 percent for frost areas to reduce carbon interference with air entraining admixture.

Conforming to ASTM C618, Type F, or N, with a loss on ignition not exceeding [3] [6] percent. Include test results in accordance with

ASTM C618.

2.1.1.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) conforming to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age at least 95 percent of

SECTION 32 13 13.06 Page 12 the control specimens.

b. The average particle size not exceeding 6 microns.

c. Loss on ignition not exceeding [3] [6] percent.

2.1.1.5 Silica Fume

NOTE: Silica Fume is only used for OCONUS projects where Class F fly ash and slag cement are not available, and when approved by the TSMCX, AFCEC pavement SME, or NAVFAC. Delete this paragraph here and where encountered throughout the remainder of this section.

Provide silica fume that conforms to ASTM C1240, including the optional limits on reactivity with cement alkalis. Provide silica fume as a dry, densified material or as a slurry. Provide the services of a manufacturer's technical representative, experienced in mixing, proportioning, placement procedures, and curing of concrete containing silica fume, at no expense to the Government. This representative is required to be present on the project prior to and during at least the first 4 days of concrete production and placement using silica fume.

2.1.1.6 Slag

Conforming to ASTM C989/C989M, Slag Cement (formerly Ground Granulated Blast Furnace Slag) Grade 100 or 120. Include test results in accordance with ASTM C989/C989M.

2.1.1.7 Supplementary Cementitious Materials (SCM) Content

NOTE: Select first sentence in brackets for mandatory use of SCMs. Select second sentence in brackets for optional use of SCMs. Consult agency SME for guidance on choice.

[Include one of the SCMs listed in Table 2 within the range specified therein, whether or not the aggregates are found to be reactive in accordance with the paragraph Alkali Reactivity Test.] [Use of one of the SCMs listed below is optional, unless the SCM is required to mitigate ASR. The use of SCMs is encouraged in accordance with Section 01 33 29

SUSTAINABILITY REQUIREMENTS AND REPORTING.]

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content (percent)

Maximum Content (percent)

Class N Pozzolan and Class F Fly Ash

SECTION 32 13 13.06 Page 13

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content (percent)

Maximum Content (percent)

SiO2 + Al2O3 + Fe2O3 greater than 70 percent 25 35

SiO2 + A12O3 + Fe2O3 greater than 80 percent 20 35

SiO2 + A12O3 + Fe2O3 greater than 90 percent 15 35

UFFA and UFP 7 16

GGBF Slag 40 50

[Silica Fume] [7] [10]

2.1.2 Water

Water conforming to ASTM C1602/C1602M.

2.1.3 Aggregate

2.1.3.1 Durability

Evaluate and test all fine and coarse aggregates to be used in all concrete for durability in accordance with ASTM C88. Provide fine and coarse aggregates with a maximum of 18 percent loss when subjected to 5 cycles using Magnesium Sulfate or a maximum of 12 percent loss when subjected to 5 cycles of Sodium Sulfate.

2.1.3.2 Alkali Reactivity Test

NOTE: Documentation of alkali reactivity testing is required for all aggregate sources.

Evaluate and test fine and coarse aggregates to be used in all concrete for alkali-aggregate reactivity. Test all size groups and sources proposed for use.

a. Evaluate the fine and coarse aggregates separately, using ASTM C1260.

Reject individual aggregates with test results that indicate an expansion of greater than 0.08 percent after 28 days of immersion in 1N NaOH solution, or perform additional testing as follows: utilize the proposed low alkali portland cement, blended cement, or SCM in combination with each individual aggregate. Test in accordance with ASTM C1567. Determine the quantity that meets all the requirements of these specifications and that lowers the expansion equal to or less than 0.08 percent after 28 days of immersion in a 1N NaOH solution.

Base the mixture proportioning on the highest percentage of SCM required to mitigate ASR-reactivity.

b. If any of the above options does not lower the expansion to less than

0.08 percent after 28 days of immersion in a 1N NaOH solution, reject

SECTION 32 13 13.06 Page 14 the aggregate(s) and submit new aggregate sources for retesting.

Submit the results of testing for evaluation and acceptance.

2.1.3.3 Fine Aggregates

Conforming to the quality and gradation of ASTM C33/C33M.

2.1.3.4 Coarse Aggregates

NOTE: Use materials with recycled content where appropriate for use. Verify suitability, availability within the region, cost effectiveness and adequate competition (including verification of bracketed percentages included in this guide specification) before specifying product recycled content requirements.

Select sentence in brackets for mandatory use of recycled materials. Consult agency SME for guidance.

Coarse aggregate consisting of crushed or uncrushed gravel, crushed stone, or a combination thereof.[ Provide coarse aggregate with a minimum of [25][_____] percent recycled porcelain, concrete, stone, or other recycled material complying with ASTM D6155.] Provide aggregates, as delivered to the mixers, consisting of clean, hard, uncoated particles. Wash coarse aggregate sufficient to remove dust and other coatings. Provide fine aggregate consisting of natural sand, manufactured sand, or a combination of the two, and composed of clean, hard, durable particles. Provide both coarse and fine aggregates meeting the requirements of ASTM C33/C33M.

NOTE: Fill in the blank according to the size aggregate available in the project area, and the type of paving. Use nominal maximum aggregate size of 37.5 mm 1-1/2 inch. Subject to approval of the agency pavement SME, a 25 mm 1-inch nominal maximum aggregate size may be used to avoid durability problems associated with some larger size aggregate.

Select class 4M for exterior concrete exposed to frequent wetting in moderate weathering regions.

Select class 4S for exterior concrete exposed to frequent wetting in severe weathering regions.

a. Gradation: Provide coarse aggregate with a nominal maximum size of [37.5] [_____] mm [1.5] [_____] inches. Grade and provide the individual aggregates in two or more size groups meeting the individual grading requirements of ASTM C33/C33M, Size No. 4 (37 mm to 19 mm1.5 to 0.75 inch) and Size No. 67 (19 mm to No. 40.75 inch to No.

4).

b. Quality: Conforming to ASTM C33/C33M, Class [4M] [4S].

SECTION 32 13 13.06 Page 15

2.1.4 Chemical Admixtures

2.1.4.1 Water Reducing Admixtures

Provide admixture conforming to ASTM C494/C494M: Type A, water reducing;

Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures. ASTM C494/C494M Type S specific performance admixtures and ASTM C1017/C1017M flowable admixtures are not allowed.

2.1.4.2 Air Entraining Admixture

Conforming to ASTM C260/C260M: Air-entraining.

2.1.4.3 High Range Water Reducing Admixture

NOTE: High Range Water Reducing Admixtures are permitted only for OCONUS projects when using Silica Fume. Retain first bracketed sentence for CONUS projects. Retain the second paragraph for OCONUS projects.

[ASTM C494/C494M Type F and G high range water reducing admixtures are not allowed.] [Provide a high-range water-reducing admixture that meets the requirements of ASTM C494/C494M, Type F or G, that is free from chlorides, alkalis, and is of the synthesized, sulfonated complex polymer type. Add the HRWRA to the concrete as a single component at the batch plant. Add the admixture to the concrete mixture only when its use is approved or directed, and only when it has been used in mixture proportioning studies to arrive at approved mixture proportions. Submit certified copies of the independent laboratory test results required for compliance with

ASTM C494/C494M.]

2.1.5 Reinforcement

2.1.5.1 Dowel Bars

Dowel bars conforming to ASTM A615/A615M, [Grade 300] [Grade 420] [Grade 40] [Grade 60] for plain billet-steel bars of the size and length indicated. Remove all burrs and projections from the bars.[ Epoxy coat in accordance with ASTM A775/A775M.]

2.1.5.2 Tie Bars

Billet or axle steel deformed bars conforming to ASTM A615/A615M or ASTM A966/A966M [Grade 300] [Grade 420] [Grade 40] [Grade 60].[ Epoxy coat in accordance with ASTM A775/A775M.]

[2.1.5.3 Reinforcement

Deformed steel bar mats conforming to ASTM A184/A184M. Bar reinforcement conforming to [ASTM A615/A615M] [ASTM A966/A966M], [Grade 300] [Grade 420] [Grade 40] [Grade 60].[ Epoxy coat in accordance with ASTM A775/A775M.]

SECTION 32 13 13.06 Page 16

]2.1.6 Curing Materials

Provide curing materials consisting of:

2.1.6.1 White-Burlap-Polyethylene Sheet

Conforming to ASTM C171, 0.10 mm 0.004 inch thick white opaque polyethylene bonded to 0.31 kg per meter 10 oz/linear yard (1.0 meter) (40 inch) wide burlap.

2.1.6.2 Liquid Membrane-Forming Compound

Conforming to ASTM C309, white pigmented, Type 2, Class B, free of paraffin or petroleum.

2.1.6.3 Liquid Chemical Sealer-Hardener Compound

Compound consisting of magnesium fluosilicate which when mixed with water seals and hardens the surface of the concrete. Do not use on exterior slabs exposed to freezing conditions.

2.1.7 Joint Fillers and Sealants

Provide as specified in Section [32 01 19.61 SEALING OF JOINTS IN RIGID PAVEMENT][32 13 73.19 COMPRESSION CONCRETE PAVING JOINT SEALANT].[ Match new joints with existing alignment.]

2.1.8 Biodegradable Form Release Agent

NOTE: Concrete release fluids are recognized as a biobased material. Use materials with biobased content where suitable for application and cost effective. Verify suitability, availability within the region, cost effectiveness, and adequate competition before specifying product biobased content requirements. A resource that can be used to identify products with bio-based content is the "Catalog" tab within the USDA's "Biopreferred" website at https://www.biopreferred.gov/BioPreferred/. Other products with biobased content are also acceptable when meeting all requirements of this specification.

Provide form release agent that is colorless and biodegradable. Provide product that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.

Provide form release agent with a minimum of 87 percent biobased material and does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

2.1.9 Epoxy Resin

Provide epoxy-resin materials that consist of two-component materials conforming to the requirements of ASTM C881/C881M, Class as appropriate for each application temperature to be encountered, except that in addition, the materials meet the following requirements:

SECTION 32 13 13.06 Page 17

a. Type IV, Grade 3, for use for embedding dowels and anchor bolts.

b. Type III, Grade as approved, for use as patching materials for complete filling of spalls and other voids and for use in preparing epoxy resin mortar.

c. Type IV, Grade 1, for use for injecting cracks.

d. Type V, Grade as approved, for bonding freshly mixed portland cement concrete or mortar or freshly mixed epoxy resin concrete or mortar to hardened concrete.

2.1.10 Joint Materials

NOTE: Edit as appropriate for project requirements. Coordinate with Section 32 01 19.61 SEALING OF JOINTS IN RIGID PAVEMENT for Army projects and Section 32 13 73.19 COMPRESSION CONCRETE PAVING JOINT SEALANT for all other projects.

2.1.10.1 Expansion Joint Materials

Provide preformed expansion joint filler material conforming to [ASTM D1751 ][ or ][ASTM D1752 Type [II] [III]]. Provide expansion joint filler that is 19 mm 3/4 inch thick, unless otherwise indicated, and provided in a single full depth piece.

2.1.10.2 Slip Joint Material

Provide slip joint material that is 6 mm 1/4 inch thick expansion joint filler, unless otherwise indicated, conforming to paragraph EXPANSION

JOINT MATERIAL.

2.2 MIX DESIGN

Proportion concrete mix in accordance with ACI 211.1 except as modified herein.

2.2.1 Specified Concrete Properties

NOTE: This specification is based on a flexural strength basis. Specify the design strength based on local or state DOT experience in the area. For small jobs 75 cubic meters or less 100 cubic yards or less, compressive strength may be used. In that case modify these paragraphs to reflect a compressive strength basis.

NOTE: Allowable Air Content: Select 5.5 percent air content for maximum aggregate size of 37.5 mm 1 1/2 inches, and 6 percent air content for maximum aggregate size of 25 mm one inch. Maximum water-cementitious material ratio should be 0.45 for exposure to moisture and freeze-thaw cycling or 0.40 for reinforcement corrosion protection and exposure to deicing salts.

SECTION 32 13 13.06 Page 18

2.2.1.1 Flexural Strength

Provide concrete with a minimum flexural strength of [4.48][_____]MPa [650][_____] psi at 28 days of age.

2.2.1.2 Air Entrainment

Provide an entrained air content of [5.5] [6.0] percent.

2.2.1.3 Slump

[For fixed form and hand placement, provide a maximum slump of 75 mm 3 inches.] [For slipformed pavement, at the start of the project, select a maximum allowable slump which will produce in-place pavement meeting the specified tolerances for control of edge slump. The selected slump is applicable to both pilot and fill-in lanes.]

2.2.1.4 Water/Cementitious Materials Ratio

Maximum allowable water-cementitious material ratio is [0.40] [0.45]. The water-cementitious material ratio is based on absolute volume equivalency, where the ratio is determined using the weight of cement for a cement only mix, or using the total volume of cement plus pozzolan converted to an equivalent weight of cement by the absolute volume equivalency method described in ACI 211.1.

2.2.1.5 Albedo

NOTE: The urban heat island effect forms as vegetation is replaced by low reflectivity materials such as dark colored paving. These surfaces absorb, rather than reflect, the sun's heat, causing surface temperatures and urban ambient temperatures to be 1 to 6 degrees C 2 to 10 degrees F hotter than surrounding rural areas.

Mitigation of heat island effect is not required by UFC 1-200-02 but may be desired for sustainability reasons. The albedo requirements below for roads and parking lot paving are most beneficial in ASHRAE climate zones 1 through 5. Retain the following section when needed to meet project requirements.

[ Provide an Albedo with a minimum initial Solar Reflectance of at least

0.33 as tested in accordance with ASTM C1549.

]2.2.2 Mix Design Report

Perform trial design batches, mixture proportioning studies, testing, and include test results demonstrating that the proposed mixture proportions produce concrete of the qualities indicated. An existing mix design may be submitted if developed within the previous 12 months. Submit test results in a mix design report to include:

a. Coarse and fine aggregate gradations and plots.

SECTION 32 13 13.06 Page 19

b. Coarse and fine aggregate quality test results, include deleterious materials and ASR testing.

c. Mill certificates for cement and supplemental cementitious materials.

d. Certified test results for all proposed admixtures.

e. Specified flexural strength, slump, and air content.

f. Recommended proportions and volumes for proposed mixture and each of three trial water-cementitious materials ratios.

g. Individual beam breaks.

h. Flexural strength summaries and plots.

i. Historical record of test results, documenting production standard deviation (if available).

j. Narrative discussing methodology on how the mix design was developed.

2.2.3 Mix Verification

Mix verification tests may be performed by the Government. Provide quantities of cementitious materials, aggregates and admixtures as requested.

2.3 EQUIPMENT

2.3.1 Batching and Mixing

NOTE: Edit bracketed items according to whether use of truck mixers is to be permitted. Truck mixers should not be permitted for mixing concrete if slipform paving is permitted for pavement thicker than 200 mm 8 inches.

Provide [stationary mixers] [truck mixers]. Provide a batch plant conforming to ASTM C94/C94M and as specified. Do not weigh water or measure cumulatively with another ingredient. Batch all concrete materials in accordance with ASTM C94/C94M requirements. Verify batching, mixers, mixing time, permitted reduction of mixing time, and concrete uniformity in accordance with the requirements of ASTM C94/C94M, and document in the initial weekly QC Report.[ Do not use truck mixers for mixing slipformed concrete. Provide only truck mixers designed for mixing or transporting paving concrete with extra large blading and rear opening specifically for low-slump paving concrete and conforming to the requirements of

ASTM C94/C94M.]

2.3.2 Transporting Equipment

Provide transporting equipment in conformance with ASTM C94/C94M and as specified herein. Transport concrete to the paving site in rear-dump trucks, in truck mixers designed with extra large blading and rear opening specifically for low slump concrete, or in agitators. Do not permit bottom-dump trucks for delivery of concrete.

SECTION 32 13 13.06 Page 20

2.3.3 Delivery Equipment

When concrete transport equipment cannot operate on the paving lane, provide side-delivery transport equipment consisting of self-propelled moving conveyors to deliver concrete from the transport equipment and discharge it in front of the paver. Do not permit front-end loaders, dozers, or similar equipment to distribute the concrete.

2.3.4 Paver-Finisher

Provide a heavy-duty, self-propelled paver-finisher machine designed specifically for paving and finishing high quality pavement and capable of spreading, consolidating, and shaping the plastic concrete to the desired cross section in one pass.[ Provide a paver-finisher weighing at least 3280 kg/m 2200 lb/foot of lane width, and powered by an engine having at least 15000 W/meter 6.0 horsepower/foot of lane width.] Equip the paver-finisher with a full width "knock-down" auger, capable of operating in both directions, which will evenly spread the fresh concrete in front of the screed or extrusion plate. Gang-mount immersion vibrators at the front of the paver on a frame equipped with suitable controls so that all vibrators can be operated at any desired depth within the slab or completely withdrawn from the concrete. Automatically control the vibrators so they will be immediately stopped as forward motion of the paver ceases. Space the immersion vibrators across the paving lane as necessary to properly consolidate the concrete, but limit the clear distance between vibrators not to exceed 750 mm 30 inches, and the outside vibrators not to exceed 300 mm 12 inches from the edge of the lane.

Vibrators may be pneumatic, gas driven, or electric, and operated at frequencies within the concrete between 6,000 and 7,000 vibrations per minute, with an amplitude of vibration such that noticeable vibrations occur at 450 mm 1.5 foot radius when the vibrator is inserted in the concrete to the depth specified. Equip the paver-finisher with a transversely oscillating screed or an extrusion plate to shape, compact, and smooth the surface.

2.3.4.1 Paver-Finisher with Fixed Forms

Equip the paver-finisher with wheels designed to ride the forms, keep it aligned with the forms, and to prevent deformation of the forms.

2.3.4.2 Slipform Paver-Finisher

Provide a track-mounted slipform paver-finisher with automatic controls and padded tracks. Electronically reference horizontal alignment to a taut wire guideline. Electronically reference vertical alignment on both sides of the paver to a taut wire guideline, to an approved laser control system, or to a ski operating on a completed lane. Do not control from a slope-adjustment control or from the underlying material.

2.3.4.3 Other Types of Finishing Equipment

NOTE: Edit bracketed item according to whether use of bridge deck finishers is desired, and based on thickness of pavement and surface smoothness tolerances required.

SECTION 32 13 13.06 Page 21

[Bridge deck finishers are permitted for pavements 250 mm 10 inches or less in thickness. ]Heavy duty vibratory truss screeds may be approved for use if successfully demonstrated on the test section to consolidate the slab full depth and without segregation. Clary screeds, rotating tube floats, or laser screeds will not be allowed on the project. Provide hand floats that are not less than 3.65 m 12 feet long and 150 mm 6 inches wide and stiffened to prevent flexing and warping.

2.3.4.4 Work Bridge

Provide a self-propelled work bridge capable of spanning the paving lane and supporting the workmen without excessive deflection.

2.3.5 Texturing Equipment

NOTE: Edit the following paragraphs and delete non-applicable texturing methods to correlate with the drawings and with paragraph TEXTURING in PART

3. Do not specify artificial turf drag for Air Force projects.

Provide texturing equipment as specified below.

2.3.5.1 Fabric Drag

[Clean, reasonably new burlap ][Artificial turf fabricated of a plastic material ]measuring from 0.91 to 3 m 3 to 10 feet long, 600 mm 2 feet wider than the width of the pavement, and securely attached to a separate wheel mounted frame spanning the paving lane or to one of the other similar pieces of equipment. Select dimension of burlap drag so that at least 0.91 m 3 feet of the material is in contact with the pavement.

2.3.5.2 Deep Texturing Equipment

Provide texturing equipment consisting of [a stiff bristled broom] [a comb with spring wire tines] [spring strips] which will produce true, even grooves. Mount this drag in a wheeled frame spanning the paving lane and constructed to mechanically pull the drag in a straight line across the paving lane perpendicular to the centerline.

2.3.6 Curing Equipment

Provide equipment for applying membrane-forming curing compound mounted on a self-propelled frame that spans the paving lane. Constantly agitate the curing compound reservoir mechanically (not air) during operation and provide a means for completely draining the reservoir. Provide a spraying system that consists of a mechanically powered pump which maintains constant pressure during operation, an operable pressure gauge, and either a series of spray nozzles evenly spaced across the lane to provide uniformly overlapping coverage or a single spray nozzle which is mounted on a carriage which automatically traverses the lane width at a speed correlated with the forward movement of the overall frame. Protect all spray nozzles with wind screens. Calibrate the spraying system in accordance with ASTM D2995, Method A, for the rate of application required in subpart CURING AND PROTECTION. Provide hand-operated sprayers powered by compressed air supplied by a mechanical air compressor. Immediately replace curing equipment if it fails to apply an even coating of compound

SECTION 32 13 13.06 Page 22 at the specified rate.

2.3.7 Sawing Equipment

Provide equipment for sawing joints and for other similar sawing of concrete consisting of standard diamond-type concrete saws mounted on a wheeled chassis which can be easily guided to follow the required alignment. Provide diamond tipped blades. If demonstrated to operate properly, abrasive blades may be used. Provide spares as required to maintain the required sawing rate. Early-entry saws may be used, subject to demonstration and approval. No change to the initial sawcut depth is permitted.

2.3.8 Straightedge

Furnish one 4 m 12 foot straightedge constructed of aluminum or magnesium alloy, having blades of box or box-girder cross section with flat bottom, adequately reinforced to insure rigidity and accuracy. Provide handles for operation on the pavement.

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Limitations

When windy conditions during paving appear probable, have equipment and material at the paving site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete.

3.1.1.1 Inclement Weather

Do not commence placing operations when heavy rain or other damaging weather conditions appear imminent. At all times when placing concrete, maintain on-site sufficient waterproof cover and means to rapidly place it over all unhardened concrete or concrete that might be damaged by rain.

Suspend placement of concrete whenever rain, high winds, or other damaging weather commences to damage the surface or texture of the placed unhardened concrete, washes cement out of the concrete, or changes the water content of the surface concrete. Immediately cover and protect all unhardened concrete from the rain or other damaging weather. Completely remove and replace any slab damaged by rain or other weather full depth, by full slab width, to the nearest original joint.

3.1.1.2 Hot Weather

Maintain required concrete temperature in accordance with ACI 305R to prevent evaporation rate from exceeding 0.98 kg of water per square meter

0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing, place concrete during cooler night time hours, or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. Water is not allowed to be added after the initial introduction of mixing water except, when on arrival at the job site, the slump is less than specified and the water-cement ratio is less than that given as a maximum in the approved mixture. Additional water may be added to bring the slump within the specified range provided the approved water-cement ratio is not exceeded. Inject water into the head of the mixer (end opposite the discharge opening) drum under

SECTION 32 13 13.06 Page 23 pressure, and turn the drum or blades a minimum of 30 additional revolutions at mixing speed. The addition of water to the batch at any later time is not allowed. After placement, use fog spray, apply monomolecular film, or use other suitable means to reduce the evaporation rate. Start curing when surface of fresh concrete is sufficiently hard to permit curing without damage. Cool underlying material by sprinkling lightly with water before placing concrete. Follow practices found in

ACI 305R.

3.1.1.3 Prevention of Plastic Shrinkage Cracking

During weather with low humidity, and particularly with high temperature and appreciable wind, develop and institute measures to prevent plastic shrinkage cracks from developing. If plastic shrinkage cracking occurs, halt further placement of concrete until protective measures are in place to prevent further cracking. Periods of high potential for plastic shrinkage cracking can be anticipated by use of ACI 305R. In addition to the protective measures specified in the previous paragraph, the concrete placement may be further protected by erecting shades and windbreaks and by applying fog sprays of water, the addition of monomolecular films, or wet covering. Apply monomolecular films after finishing is complete, do not use in the finishing process. Immediately commence curing procedures when such water treatment is stopped.

3.1.1.4 Cold Weather

Do not place concrete when ambient temperature is below 5 degrees C 40 degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours. When authorized, when concrete is likely to be subjected to freezing within 24 hours after placing, heat concrete materials so that temperature of concrete when deposited is between 18 and 27 degrees C 65 and 80 degrees F. Methods of heating materials are subject to approval. Do not heat mixing water above 74 degrees C 165 degrees F. Remove lumps of frozen material and ice from aggregates before placing aggregates in mixer. Follow practices found in ACI 306R.

3.1.2 Conditioning of Underlying Material

Verify the underlying material, upon which concrete is to be placed is clean, damp, and free from debris, waste concrete or cement, frost, ice, and standing or running water. Prior to setting forms or placement of concrete, verify the underlying material is well drained and has been satisfactorily graded by string-line controlled, automated, trimming machine and uniformly compacted in accordance with the applicable Section of these specifications. Test the surface of the underlying material to crown, elevation, and density in advance of setting forms or of concrete placement using slip-form techniques. Trim high areas to proper elevation. Fill and compact low areas to a condition similar to that of surrounding grade, or fill with concrete monolithically with the pavement. Low areas filled with concrete are not to be cored for thickness to avoid biasing the average thickness used for evaluation and payment adjustment. Rework and compact any underlying material disturbed by construction operations to specified density immediately in front of the paver. If a slipform paver is used, continue the same underlying material under the paving lane beyond the edge of the lane a sufficient distance that is thoroughly compacted and true to grade to provide a suitable trackline for the slipform paver and firm support for the edge of the paving lane.

SECTION 32 13 13.06 Page 24

3.1.3 Forms

NOTE: Delete bracketed sentences on overlay pavements if not applicable.

Use steel forms, except that wood forms may be used for curves having a radius of 45 m 150 feet or less, and for fillets. Forms may be built up with metal or wood, added only to the base, to provide an increase in depth of not more than 25 percent. Provide forms with the base width not less than eight-tenths of the vertical height of the form, except that for forms 200 mm 8 inches or less in vertical height, provide forms with a base width not less than the vertical height of the form. Provide wood forms adequate in strength and rigidly braced for curves and fillets. Set forms on firm material cut true to grade so that each form section when placed will be firmly in contact with the underlying layer for its entire base. Do not set forms on blocks or on built-up spots of underlying material.[ Set and secure forms in place with stakes or by other approved methods for overlay pavements and for other locations where forms are set on existing pavements. Carefully drill holes in existing pavements for form stakes without cracking or spalling the existing pavement.