Attachment_3_-_Repair_Airfield_Aprons_SPEC.pdf

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

PART 1 GENERAL

1.1 REFERENCES

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 117 (2010; Errata 2011) Specifications for

Tolerances for Concrete Construction and Materials and Commentary

Quality Systems in Conformance with ISO

ACI 213R (2014; E2017) Guide for Structural Lightweight-Aggregate Concrete

ACI 301 (2016) Specifications for Structural Concrete

ACI 302.1R (2015) Guide for Concrete Floor and Slab Construction

ACI 304.2R (2017) Guide to Placing Concrete by Pumping Methods

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

ACI 305.1 (2014) Specification for Hot Weather Concreting

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ACI 121R (2008) Guide for Concrete Construction

Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ACI SP-2 (2007; Abstract: 10th Edition) ACI

Manual of Concrete Inspection

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic

Hardboard AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2011) Structural Welding Code

- Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1022/A1022M (2016b) Standard Specification for

Deformed and Plain Stainless Steel Wire and Welded Wire for Concrete Reinforcement

ASTM A1044/A1044M (2016a) Standard Specification for Steel

Stud Assemblies for Shear Reinforcement of Concrete

ASTM A1055/A1055M (2016) Standard Specification for Zinc and

Epoxy Dual Coated Steel Reinforcing Bars

ASTM A1060/A1060M (2016b) Standard Specification for

Zinc-Coated (Galvanized) Steel Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A1064/A1064M (2017) Standard Specification for

Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for

ASTM A184/A184M (2017) Standard Specification for Welded

Deformed Steel Bar Mats for Concrete

ASTM A36/A36M (2014) Standard Specification for Carbon

Structural Steel

ASTM A53/A53M (2018) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

ASTM A706/A706M (2016) Standard Specification for

ACI SP-15 (2011) Field Reference Manual: Standard

Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A767/A767M (2016) Standard Specification for

Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement

ASTM A775/A775M (2017) Standard Specification for

Epoxy-Coated Steel Reinforcing Bars

ASTM A780/A780M (2009; R 2015) Standard Practice for

Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A820/A820M (2016) Standard Specification for Steel

Fibers for Fiber-Reinforced Concrete

ASTM A884/A884M (2014) Standard Specification for

Epoxy-Coated Steel Wire and Welded Wire

ASTM A934/A934M (2016) Standard Specification for

Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM A955/A955M (2018b) Standard Specification for

Deformed and Plain Stainless-Steel Bars

ASTM A970/A970M (2018) Standard Specification for Headed

SECTION 03 30 00 Page 10

Steel Bars for Concrete Reinforcement

ASTM A996/A996M (2016) Standard Specification for

Rail-Steel and Axle-Steel Deformed Bars

ASTM C1012/C1012M (2018a) Standard Test Method for Length

Change of Hydraulic-Cement Mortars Exposed to a Sulfate Solution

ASTM C1017/C1017M (2013; E 2015) Standard Specification for

Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1074 (2011) Standard Practice for Estimating

Concrete Strength by the Maturity Method

ASTM C1077 (2017) Standard Practice for Agencies

Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2017) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1116/C1116M (2010a; R 2015) Standard Specification for

Fiber-Reinforced Concrete

ASTM C1157/C1157M (2017) Standard Performance Specification for Hydraulic Cement

ASTM C1218/C1218M (2017) Standard Test Method for

Water-Soluble Chloride in Mortar and

ASTM C1240 (2014) Standard Specification for Silica

Fume Used in Cementitious Mixtures

ASTM C1260 (2014) Standard Test Method for Potential

Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1293 (2008; R 2015) Standard Test Method for

Determination of Length Change of Concrete Due to Alkali-Silica Reaction

ASTM C138/C138M (2017a) Standard Test Method for Density

(Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C143/C143M (2015) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland

Cement

ASTM C1567 (2013) Standard Test Method for Potential

Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate

SECTION 03 30 00 Page 11

(Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

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

ASTM C173/C173M (2016) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C1778 (2016) Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in 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 Air-Entraining Admixtures for Concrete

ASTM C31/C31M (2018b) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2017) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

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

ASTM C330/C330M (2017a) Standard Specification for Lightweight Aggregates for Structural Concrete

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2018) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C552 (2017; E 2018) Standard Specification for Cellular Glass Thermal Insulation

ASTM C567/C567M (2014) Determining Density of Structural Lightweight Concrete

ASTM C578 (2018) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2017) Standard Specification for Unfaced

SECTION 03 30 00 Page 12

Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C595/C595M (2018) Standard Specification for Blended

Hydraulic Cements

ASTM C618 (2017a) Standard Specification for Coal

Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2018) Standard Test Method for Flexural

Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C803/C803M (2003; R 2010) Penetration Resistance of

Hardened Concrete

ASTM C845/C845M (2018) Standard Specification for

Expansive Hydraulic Cement

ASTM C873/C873M (2015) Standard Test Method for

Compressive Strength of Concrete Cylinders Cast in Place in Cylindrical Molds

ASTM C900 (2015) Standard Test Method for Pullout

Strength of Hardened Concrete

ASTM C920 (2018) Standard Specification for

Elastomeric Joint Sealants

ASTM C94/C94M (2017a) Standard Specification for

Ready-Mixed Concrete

ASTM C989/C989M (2018) Standard Specification for Slag

Cement for Use in Concrete and Mortars

ASTM D1751 (2004; E 2013; R 2013) 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

ASTM D2628 (1991; R 2016) Standard Specification for

Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

ASTM D2835 (1989; R 2017) Standard Specification for

Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D3042 (2017) Standard Test Method for Insoluble

Residue in Carbonate Aggregates

ASTM D412 (2016) Standard Test Methods for

SECTION 03 30 00 Page 13

Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber

Property - Effect of Liquids

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM D6690 (2015) Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

ASTM E1155 (2014) Standard Test Method for

Determining Floor Flatness and Floor Levelness Numbers

ASTM E1643 (2018a) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

ASTM E1745 (2017) Standard Specification for Water

Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

ASTM E1993/E1993M (1998; R 2013; E 2013) Standard

Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs

ASTM E329 (2018) Standard Specification for Agencies

Engaged in Construction Inspection, Testing, or Special Inspection

ASTM E96/E96M (2016) Standard Test Methods for Water

Vapor Transmission of Materials

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

CRSI RB4.1 (2016) Supports for Reinforcement Used in

FOREST STEWARDSHIP COUNCIL (FSC)

FSC STD 01 001 (2015) Principles and Criteria for Forest

Stewardship

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS

1-07, Structural Plywood

SECTION 03 30 00 Page 14

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Am 1; Notice 1) Sealant, Joint, Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement

U.S. GREEN BUILDING COUNCIL (USGBC)

LEED NC (2009) Leadership in Energy and

Environmental Design(tm) New Construction Rating System

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, slag cement, and [silica fume].

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

d. "Supplementary cementing materials" (SCM) include coal fly ash, [silica fume, ]slag cement, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in improvement to sustainability and durability and reduced cost.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

f. "Mass Concrete" is any concrete system that approaches a maximum temperature of 70 degrees C 158 degrees F within the first 72 hours of placement. In addition, it includes all concrete elements with a section thickness of 1 meter 3 feet or more regardless of temperature.

g. "Mixture proportioning" is the process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project while minimizing the initial and life-cycle cost.

h. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic meter or cubic yard) of concrete.

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in

SECTION 03 30 00 Page 15 itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

j. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality.

Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

SD-01 Preconstruction

Submittals Concrete Curing Plan

Quality Control Plan

Laboratory Accreditation

Form Removal Schedule

Maturity Method

Data

SD-03 Product Data

Joint Sealants; (LEED NC)

Joint Filler; (LEED NC)

Formwork Materials

Recycled Aggregate Materials; (LEED NC)

Cementitious Materials; (LEED NC)

Vapor Retarder [and Vapor Barrier]

Concrete Curing Materials

Reinforcement; (LEED NC)

Liquid Chemical Floor Hardeners and Sealers

Admixtures

Mechanical Reinforcing Bar Connectors

Finishing Plan

Nonshrink Grout

SECTION 03 30 00 Page 16

SD-05 Design Data

Concrete Mix Design

SD-06 Test Reports

Concrete Mix Design

Fly Ash

Pozzolan

Slag Cement

Aggregates

Fiber-Reinforced Concrete

Compressive Strength Tests

Unit Weight of Structural Concrete

Chloride Ion Concentration

SECTION 03 30 00 Page 17

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

Safety Data Sheets

Forest Stewardship Council (FSC) Certification

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Liquid Chemical Floor Hardeners and Sealers

Joint Sealants; (LEED NC)

Curing Compound

1.6.1.2 Concrete Mix Design

Sixty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, supplementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, supplementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size.

Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required.

If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes. For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months.

Obtain mix design approval from the contracting officer prior to concrete placement.

1.6.2.2 Reinforcing Steel

Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to

SECTION 03 30 00 Page 18 determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete elements in accordance with ACI 308.1.

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

a. Form-facing material in contact with concrete must be lumber or plywood. Submit product information on proposed form-facing materials if different from that specified herein.

b. Design formwork, shores, reshores, and backshores to support loads transmitted to them and to comply with applicable building code requirements.

c. Design formwork and shoring for load redistribution resulting from stressing of post-tensioned reinforcement. Ensure that formwork allows movement resulting from application of prestressing force.

d. Design formwork to withstand pressure resulting from placement and vibration of concrete and to maintain specified tolerances.

e. Design formwork to accommodate waterstop materials in joints at locations indicated in Contract Documents.

f. Provide temporary openings in formwork if needed to facilitate cleaning and inspection.

g. Design formwork joints to inhibit leakage of mortar.

h. Limit deflection of facing materials for concrete surfaces exposed to view to 1/240 of center-to-center spacing of facing supports.

i. Do not use earth cuts as forms for vertical or sloping surfaces.

j. Submit product information on proposed form-facing materials if different from that specified herein.

2.1.1 Wood Forms

Use lumber as specified in Section 06 10 00 ROUGH CARPENTRY and as follows. Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Provide plywood that complies with NIST PS 1, B-B concrete form panels or better or AHA A135.4, hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood (Standard Rough)

Provide plywood that conforms to NIST PS 1, B-B, concrete form, not less than 5/8-inch thick.

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

SECTION 03 30 00 Page 19

Provide plywood that conforms to NIST PS 1, B-B, high density form overlay, not less than 5/8-inch thick.

2.3 CONCRETE MATERIALS

2.3.3.1 Lightweight Aggregate

Lightweight aggregate in accordance with ASTM C330/C330M.

SECTION 03 30 00 Page 20

2.3.4 Admixtures

a. Chemical admixtures must conform to ASTM C494/C494M.

b. Air-entraining admixtures must conform to ASTM C260/C260M.

c. Chemical admixtures for use in producing flowing concrete must conform to ASTM C1017/C1017M.

d. Do not use calcium chloride admixtures unless approved by the contracting officer.

e. Admixtures used in concrete must be the same as those used in the concrete represented by submitted field test records or used in trial mixtures.

f. Protect stored admixtures against contamination, evaporation, or damage.

g. To ensure uniform distribution of constituents, provide agitating equipment for admixtures used in the form of suspensions or unstable solutions. Protect liquid admixtures from freezing and from temperature changes that would adversely affect their characteristics.

h. Submit types, brand names, producers' names, manufacturer's technical data sheets, and certificates showing compliance with standards required herein.

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 301 Section 5 and ACI 308.1 Section 2. Submit product data for concrete curing compounds. Submit manufactures instructions for placement of curing compound.

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

a. Use materials and material combinations listed in this section and the contract documents.

b. Cementitious material content must be adequate for concrete to satisfy the specified requirements for strength, w/cm, durability, and finishability described in this section and the contract documents.

[The minimum cementitious material content for concrete used in floors must meet the following requirements:

Nominal maximum size of aggregate, in.

Minimum cementitious material content, pounds per cubic yard

SECTION 03 30 00 Page 21

1-1/2 470

1 520

3/4 540

3/8 610

c. Selected target slump must meet the requirements this section, the contract documents, and must not exceed 9 in. Concrete must not show visible signs of segregation.

d. The target slump must be enforced for the duration of the project.

Determine the slump by ASTM C143/C143M. Slump tolerances must meet the requirements of ACI 117.

e. The nominal maximum size of coarse aggregate for a mixture must not exceed three-fourths of the minimum clear spacing between reinforcement, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

f. Concrete must be air entrained for members assigned to Exposure Class F1, F2, or F3. The total air content must be in accordance with the requirements of the paragraph titled DURABILITY.

g. Measure air content at the point of delivery in accordance with

ASTM C173/C173M or ASTM C231/C231M.

h. Concrete for slabs to receive a hard-troweled finish must not contain an air-entraining admixture or have a total air content greater than 3 percent.

i. Concrete properties and requirements for each portion of the structure are specified in the table below. Refer to the paragraph titled DURABILITY for more details on exposure categories and their requirements.

Minimum f'c MPa psi Exposure Miscellaneous Requirements

Footings [35] [19] [5000]

[S0] [S1] [S2] [S3];

[C0] [C1] [C2];

[Max. slump: [15 cm] [6 in.]

[Nominal maximum aggregate size

[3000] [W0] [W1]; must be [12.5 mm][19 mm][25 mm] [ ] at [7] [28] [56] [90] days

[F0] [F1] [F2] [F3]

[1/2 in.][3/4 in.][1 in.] [ ]]

SECTION 03 30 00 Page 22

Minimum f'c MPa psi Exposure Miscellaneous Requirements

Columns and walls [35] [19]

[S0] [S1] [S2] [S3];

[Nominal maximum aggregate size must be [12.5 mm][19 mm][25 mm]

[5000]

[C0] [C1] [C2];

[1/2 in.][3/4 in.][1 in.] [ ]]

[3000] [W0] [W1];

[ ] at [7] [F0] [F1] [28] [56] [90] days [F2] [F3]

Beams and elevated slabs

[35] [19] [5000]

[S0] [S1] [S2] [S3];

[C0] [C1] [C2];

[Nominal maximum aggregate size must be [12.5 mm][19 mm][25 mm] [1/2 in.][3/4 in.][1 in.] [ ]]

[3000] [W0] [W1];

[ ] at [7] [F0] [F1] [28] [56] [90] days [F2] [F3]

Slabs-on-ground [35] [19]

[S0] [S1] [S2] [S3];

[Min. dosage [0.9] [1.5] [ ] (kg per cubic meter) (pounds per

[ ] [C0] [C1] cubic yard) for synthetic [5000] [3000] [ ] at [7]

[C2];

[W0] [W1];

[F0] [F1] micro-fiber]

[Min. dosage [2.4][4] [ ] (kg

[28] [56] [90] days [F2] [F3] per cubic meter) (pounds per cubic yard) for synthetic macro-fiber]

[Min. dosage [30] [50] [ ] (kg per cubic meter) (pounds per cubic yard) for steel fibers]

Lightweight concrete suspended slab

[5000] [3000] [35] [19]

[S0] [S1] [S2] [S3];

[C0] [C1] [C2];

[W0] [W1];

[Max. density of [1840] [115] [1680] [105] [ ] (kg per cubic meter) (pounds per cubic yard)]

[ ] at [7] [F0] [F1] [28] [56] [90] days [F2] [F3]

Concrete Toppings [5000] [3000]

[S0] [S1] [S2] [S3];

[C0] [C1]

[Max. slump: [15 cm] [6 in.]

[35] [C2];

[19] [W0] [W1];

[ ] at [7] [F0] [F1] [28] [56] [90] days [F2] [F3]

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

SECTION 03 30 00 Page 23

Do not use any aggregate susceptible to alkali-carbonate reaction (ACR).

Use one of the three options below for qualifying concrete mixtures to reduce the potential of alkali-silica reaction (ASR):

a. For each aggregate used in concrete, the expansion result determined in accordance with ASTM C1293 must not exceed 0.04 percent at one year.

b. For each aggregate used in concrete, the expansion result of the aggregate and cementitious materials combination determined in accordance with ASTM C1567 must not exceed 0.10 percent at an age of 16 days.

c. Alkali content in concrete (LBA) must not exceed 4 pounds per cubic yard for moderately reactive aggregate or 3 pounds per cubic yard for highly reactive aggregate. Reactivity must be determined by testing in accordance with ASTM C1293 and categorized in accordance with ASTM C1778. Alkali content is calculated as follows: LBA = (cement content, pounds per cubic yard) × (equivalent alkali content of portland cement in percent/100 percent)

2.5.2.2 Freezing and Thawing Resistance

a. Provide concrete meeting the following requirements based on exposure class assigned to members for freezing-and-thawing exposure in Contract Documents:

SECTION 03 30 00 Page 24

Exposure class Maximum w/cm*

Minimum f'c, psi Air content

Additional Requirements

F0 N/A 2500 N/A

F1 0.55 3500 Depends on aggregate size

N/A

F2 0.45 4500 Depends on aggregate size

See limits on maximum cementitious material by mass

F3 0.40 5000 Depends on aggregate size

See limits on maximum cementitious material by mass

F3 plain concrete

0.45 4500 Depends on aggregate size

See limits on maximum cementitious material by mass

*The maximum w/cm limits do not apply to lightweight concrete.

b. Concrete must be air entrained for members assigned to Exposure Class F1, F2, or F3. The total air content must meet the requirements of the following table:

Nominal maximum aggregate size, in.

Total air content, percent*^

Exposure Class F2 and F3

Exposure Class F1

3/8 7.5 6.0

1/2 7.0 5.5

3/4 6.0 5.0

1 6.0 4.5

1-1/2 5.5 4.5

SECTION 03 30 00 Page 25

Nominal maximum aggregate size, in.

Total air content, percent*^ Exposure Class F2 and F3 Exposure Class F1

2 5.0 4.0

3 5.5 3.5

*Tolerance on air content as delivered must be plus/minus 1.5 percent.

^For f'c greater than 5000 psi, reducing air content by 1.0 percentage point is acceptable.

c. Submit documentation verifying compliance with specified requirements.

d. For sections of the structure that are assigned Exposure Class F3, submit certification on cement composition verifying that concrete mixture meets the requirements of the following table:

Cementitious material Maximum percent of total cementitious material by mass*

Fly ash or other pozzolans conforming to

ASTM C618

Slag cement conforming to ASTM C989/C989M 50

Silica fume conforming to ASTM C1240 10

Total of fly ash or other pozzolans, slag cement, and silica fume

50^

Total of fly ash or other pozzolans and silica fume

35^

*Total cementitious material also includes ASTM C150/C150M, ASTM C595/C595M, ASTM C845/C845M, and ASTM C1157/C1157M cement. The maximum percentages above must include:

i. Fly ash or other pozzolans present in ASTM C1157/C1157M or ASTM C595/C595M Type IP blended cement.

ii. Slag cement present in ASTM C1157/C1157M or ASTM C595/C595M Type IS blended cement.

iii. Silica fume conforming to ASTM C1240 present in ASTM C1157/C1157M or ASTM C595/C595M Type IP blended cement.

^Fly ash or other pozzolans and silica fume must constitute no more than 25 percent and 10 percent, respectively, of the total mass of the cementitious materials.

2.5.2.3 Corrosion and Chloride Content

a. Provide concrete meeting the requirements of the following table based on the exposure class assigned to members requiring protection against reinforcement corrosion in Contract Documents.

b. Submit documentation verifying compliance with specified requirements.

c. Water-soluble chloride ion content contributed from constituents

SECTION 03 30 00 Page 26 including water, aggregates, cementitious materials, and admixtures must be determined for the concrete mixture by ASTM C1218/C1218M at age between 28 and 42 days.

d. The maximum water-soluble chloride ion (Cl-) content in concrete, percent by mass of cement is as follows:

Exposure class

Maximum w/cm*

Minimum f'c, psi

Maximum water-soluble chloride ion (CL-) content in concrete, percent by mass of cement

Reinforced concrete

C0 N/A 2500 1.00

C1 N/A 2500 0.30

C2 0.4 5000 0.15

Prestressed concrete

C0 N/A 2500 0.06

C1 N/A 2500 0.06

C2 0.4 5000 0.06

2.5.2.4 Sulfate Resistance

on the exposure class assigned to members for sulfate exposure.

Maximum w/cm

Minimum f'c, psi

Required cementitious materials-types Calcium chloride admixture

ASTM

C150/C150M

ASTM

C595/C595M

ASTM

C1157/C1157M

S0 N/A 2500 N/A N/A N/A No restrictions

S1 0.50 4000 II*^ IP(MS);

IS(<70)(MS);

IT(MS)

MS No restrictions

S2 0.45 4500 IV^ IP(HS);

IS(<70)(HS);

IT(HS)

HS Not permitted

SECTION 03 30 00 Page 50

Maximum w/cm

Minimum f'c, psi

Required cementitious materials-types Calcium chloride admixture

ASTM

C150/C150M

ASTM

C595/C595M

ASTM

C1157/C1157M

S3 0.45 4500 V + pozzolan or slag cement**

IP(HS)+

pozzolan or slag cement^; IS

HS + pozzolan or slag cement**

Not permitted

(<70)(HS) +

pozzolan or slag cement^; IT

(HS) +

pozzolan or slag cement**

* For seawater exposure, other types of portland cements with tricalcium aluminate (C3A) contents up to 10 percent are acceptable if the w/cm does not exceed 0.40.

** The amount of the specific source of the pozzolan or slag cement to be used shall be at least the amount determined by test or service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag used shall not be less than the amount tested in accordance with ASTM C1012/C1012M and meeting the requirements maximum expansion requirements listed herein.

^ Other available types of cement, such as Type III or Type I, are acceptable in exposure classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively.

b. The maximum w/cm limits for sulfate exposure do not apply to lightweight concrete.

c. Alternative combinations of cementitious materials of those listed in this paragraph are acceptable if they meet the maximum expansion requirements listed in the following table:

Exposure class Maximum expansion when tested using ASTM C1012/C1012M

At 6 months At 6 months At 18 months

S1 0.10 percent N/A N/A

S2 0.05 percent 0.10 percent^ N/A

S3 N/A N/A 0.10 percent

^The 12-month expansion limit applies only when the measured expansion exceeds the 6-month maximum expansion limit.

SECTION 03 30 00 Page 51

2.5.2.5 Concrete Temperature

The temperature of concrete as delivered must not exceed [35°C95°F] [ ].

2.5.2.6 Concrete permeability

on exposure class assigned to members requiring low permeability in the Contract Documents.

Maximum w/cm*

Minimum f'c, psi

Additional minimum requirements

W0 N/A 2500 None

W1 0.5 4000 None

b. Submit documentation verifying compliance with specified requirements.

SECTION 03 30 00 Page 52

2.5.3 Ready-Mix Concrete

Provide concrete that meets the requirements of ASTM C94/C94M.

Ready-mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. Provide delivery tickets with the following information in addition to that required by ASTM C94/C94M:

a. Type and brand cement

b. Cement and supplementary cementitious materials content in 94-pound bags per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixtures

e. Total water content expressed by water cementitious material ratio

2.6 REINFORCEMENT

a. Bend reinforcement cold. Fabricate reinforcement in accordance with fabricating tolerances of ACI 117.

b. When handling and storing coated reinforcement, use equipment and methods that do not damage the coating. If stored outdoors for more than 2 months, cover coated reinforcement with opaque protective material.

c. Submit manufacturer's certified test report for reinforcement.

d. Submit placing drawings showing fabrication dimensions and placement locations of reinforcement and reinforcement supports. Placing drawings must indicate locations of splices, lengths of lap splices, and details of mechanical and welded splices.

e. Submit request with locations and details of splices not indicated in Contract Documents.

f. Submit request to place column dowels without using templates.

2.6.1 Reinforcing Bars

a. Reinforcing bars must be deformed, except spirals, load-transfer dowels, and welded wire reinforcement, which may be plain.

b. ASTM A615/A615M with the bars marked A, Grade 60.

2.6.1.1 Epoxy-Coated Reinforcing Bars

a. Provide epoxy-coated reinforcing bars that conform to [ASTM A775/A775M] [ASTM A934/A934M], Grade 60.

b. Coatings must be applied in plants that are certified in accordance with Concrete Reinforcing Steel Institute (CRSI) Epoxy

SECTION 03 30 00 Page 53

Coating Plant Certification Program or an equivalent program acceptable to the contracting officer.

c. Coating damage incurred during shipment, storage, handling, and placing of epoxy-coated reinforcing bars must be repaired. Repair damaged coating areas with patching material conforming to ASTM A775/A775M or ASTM A934/A934M as applicable and in accordance with material manufacturer's written recommendations. Damaged coating area must not exceed 2 percent of surface area in each linear foot of each bar or bar must not be used. The 2 percent limit on damaged coating area must include repaired areas damaged before shipment as required by ASTM A775/A775M or ASTM A934/A934M as applicable. Fading of coating color shall not be cause for rejection of epoxy-coated reinforcing bars.

d. Submit concrete Reinforcing Steel Institute (CRSI) Epoxy Coating Plant

Certification.

2.6.1.2 Dual-coated Reinforcing Bars

a. Zinc and epoxy dual-coated reinforcing bars must conform to ASTM A1055/A1055M

b. Coating damage incurred during shipment, storage, handling, and placing of zinc and epoxy dual-coated reinforcing bars must be repaired.

Repair damaged coating areas with patching material conforming to ASTM A1055/A1055M and in accordance with material manufacturer's written recommendations. Damaged coating area must not exceed 2 percent of surface area in each linear foot of each bar or bar must not be used. The 2 percent limit on damaged coating area must include repaired areas damaged before shipment as required by ASTM A1055/A1055M. Fading of coating color shall not be cause for rejection of zinc and epoxy dual-coated reinforcing bars.

2.6.1.3 Stainless Steel Reinforcing Bars

Stainless steel bars must meet the requirements of ASTM A955.

2.6.2 Welded wire reinforcement

a. Use welded wire reinforcement specified in Contract Documents and conforming to one or more of the specifications given herein.

b. Plain welded wire reinforcement must conform to ASTM A1064/A1064M, with welded intersections spaced no greater than 12 in. apart in direction of principal reinforcement.

c. Deformed welded wire reinforcement must conform to ASTM A1064/A1064M, with welded intersections spaced no greater than 16 in. apart in direction of principal reinforcement.

d. Epoxy-coated welded wire reinforcement must conform to ASTM A884/A884M.

Coating damage incurred during shipment, storage, handling, and placing of epoxy-coated welded wire reinforcement must be repaired in accordance with ASTM A884/A884M. Repair damaged coating areas with patching material in accordance with material manufacturer's written

SECTION 03 30 00 Page 54 recommendations. If damaged area exceeds 2 percent of surface area in each linear foot of each wire or welded wire reinforcement, the sheet containing the damaged area must not be used. The 2 percent limit on damaged coating area must include repaired areas damaged before shipment as required by ASTM A884/A884M. Fading of coating color shall not be cause for rejection of epoxy-coated welded wire reinforcement.

e. Stainless steel welded wire reinforcement must conform to

ASTM A1022/A1022M.

f. Zinc-coated (galvanized) welded wire reinforcement must conform to ASTM A1060/A1060M. Coating damage incurred during shipment, storage, handling, and placing of zinc-coated (galvanized) welded wire reinforcement must be repaired in accordance with ASTM A780/A780M. If damaged area exceeds 2 percent of surface area in each linear foot of each wire or welded wire reinforcement, the sheet containing the damaged area must not be used. The 2 percent limit on damaged coating area shall include repaired areas damaged before shipment as required by ASTM A1060/A1060M.

2.6.3 Reinforcing Bar Supports

a. Provide reinforcement support types within structure as required by Contract Documents. Reinforcement supports must conform to CRSI RB4.1.

Submit description of reinforcement supports and materials for fastening coated reinforcement if not in conformance with CRSI

RB4.1.

b. [For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar support.] [For zinc-coated reinforcement, use galvanized wire or dielectric-polymer coated wire bar supports.]

2.6.8 Welding

a. Provide weldable reinforcing bars that conform to ASTM A706/A706M and ASTM A615/A615M and Supplement S1, Grade 420 60, except that the maximum carbon content must be 0.55 percent.

b. Comply with AWS D1.4/D1.4M unless otherwise specified. Do not tack weld reinforcing bars.

c. Welded assemblies of steel reinforcement produced under factory conditions, such as welded wire reinforcement, bar mats, and deformed bar anchors, are allowed.

d. After completing welds on zinc-coated (galvanized), epoxy-coated, or zinc and epoxy dual-coated reinforcement, coat welds and repair coating damage as previously specified.

PART 3 EXECUTION

3.6 PLACING CONCRETE

Place concrete in accordance with ACI 301 Section 5.

[3.7.1 Footing Placement

SECTION 03 30 00 Page 55

Concrete for footings may be placed in excavations without forms upon inspection and approval by the Contracting Officer. Excavation width must

SECTION 03 30 00 Page 56 be a minimum of 4 inches greater than indicated.

]]3.7.3 Cold Weather

Cold weather concrete must meet the requirements of [ACI 301][ACI 306.1] unless otherwise specified. Do not allow concrete temperature to decrease below 50 degrees F. Obtain approval prior to placing concrete when the ambient temperature is below 40 degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours. Cover concrete and provide sufficient heat to maintain 50 degrees F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 37 degrees F in any 1 hour and 50 degrees F per 24 hours after heat application.

3.7.4 Hot Weather

[Hot weather concrete must meet the requirements of [ACI 301][ACI 305.1] unless otherwise specified. ]Maintain required concrete temperature using

Figure 4.2 in ACI 305R to prevent the evaporation rate from exceeding 0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. Shade the fresh concrete as soon as possible after placing. Start curing when the surface of the fresh concrete is sufficiently hard to permit curing without damage. Provide water hoses, pipes, spraying equipment, and water hauling equipment, where job site is remote to water source, to maintain a moist concrete surface throughout the curing period. Provide burlap cover or other suitable, permeable material with fog spray or continuous wetting of the concrete when weather conditions prevent the use of either liquid membrane curing compound or impervious sheets. For vertical surfaces, protect forms from direct sunlight and add water to top of structure once concrete is set.

3.7.5 Bonding

Surfaces of set concrete at joints, must be roughened and cleaned of laitance, coatings, loose particles, and foreign matter. Roughen surfaces in a manner that exposes the aggregate uniformly and does not leave laitance, loosened particles of aggregate, nor damaged concrete at the surface.

Obtain bonding of fresh concrete that has set as follows:

a. At joints between footings and walls or columns, between walls or columns and the beams or slabs they support, and elsewhere unless otherwise specified; roughened and cleaned surface of set concrete must be dampened, but not saturated, immediately prior to placing of fresh concrete.

b. At joints in exposed-to-view work; at vertical joints in walls; at joints near midpoint of span in girders, beams, supported slabs, other structural members; in work designed to contain liquids; the roughened and cleaned surface of set concrete must be dampened but not saturated and covered with a cement grout coating.

c. Provide cement grout that consists of equal parts of portland cement and fine aggregate by weight with not more than 22.5 liters 6 gallons of water per sack of cement. Apply cement grout with a stiff broom or brush to a minimum thickness of 1.6 mm 1/16 inch. Deposit fresh concrete before cement grout has attained its initial set.

SECTION 03 30 00 Page

SECTION 03 30 00 Page

SECTION 03 30 00 Page 59

DIVISION 31 - EARTHWORK

SECTION 31 05 20

GEOSYNTHETIC DRAINAGE LAYER

SECTION 31 05 20

GEOSYNTHETIC DRAINAGE LAYER

08/08 Measure the total surface area in square feet covered by geosynthetic drainage layer.

Base final quantities on as-built conditions. Allowance will be made for geosynthetic drainage layer in anchor and/or drainage trenches but no allowance will be made for waste, overlap, or materials used for the convenience of the Contractor. Geosynthetic drainage layer accepted by the Contracting Officer will be paid for at the respective contract unit price in the bidding schedule.

Government approval is required for submittals:

SUBMITTAL PROCEDURES:

SD-03 Product Data Sampling and Testing Penetrations Construction Quality Control (QC) Laboratory SD-04 Samples Geosynthetic Drainage Layer Seams and Overlaps SD-06 Test Reports Sampling and Testing Geosynthetic Drainage Layer

1.5 DELIVERY, STORAGE, AND HANDLING

The QC inspector shall be present during delivery and unloading of the geosynthetic drainage layer. Ensure the drainage layer material has not been damaged during shipping, storage, or handling. Any drainage layer material found to be damaged shall be repaired or replaced. Accept delivery of material only after the required submittals have been approved. Each roll shall be labeled with the manufacturer's name, product identification, lot number, roll number, and roll dimensions. Rolls that have attached geotextiles shall be individually wrapped in plastic. Store the rolls in a level and dry area.

PART 2 PRODUCTS

2.1 GEOSYNTHETIC DRAINAGE LAYER

The polymer used to manufacture the geonet component of the geosynthetic drainage layer shall be polyethylene which is clean and free of any foreign contaminants. Submit one properly identified 24 by 24 inch minimum size geosynthetic drainage layer sample;

fasteners proposed for use; and the method of seaming and overlapping. Submit manufacturer's quality control test results. Regrind material which consists of edge trimmings and other scraps may be used to manufacture the geonet; however, post-consumer recycled materials shall not be used.

2.2 SAMPLING AND TESTING

2.2.1 Manufacturing Quality Control Testing

Submit manufacturer's quality control manual and construction quality control test results.

3.1 INSTALLATION

3.1.1 Surface Preparation

Prior to placement of the geosynthetic drainage layer, the subgrade shall be smooth and free of all materials which could damage the drainage layer.

3.1.2 Placement

The geosynthetic drainage layer shall not be damaged during placement.

Unroll the drainage layer in the direction of maximum slope, keeping the net flat against the subgrade to minimize wrinkles and folds.

3.1.3 Seams and Overlaps

3.1.3.1 Geonet Side Seams

Overlap geonet side seams a minimum of 4 inches. Side seam fastener spacing shall be a maximum of 5 feet. In anchor trenches, fastener spacing shall be a maximum of 1 foot.

3.1.3.2 Geonet End Seams

Overlap geonet end seams a minimum of 1 foot. End seam fastener spacing shall be a maximum of 1 foot.

3.1.3.3 Geonet Fasteners

Tie geonet rolls together with plastic fasteners. The fasteners shall be a contrasting color from the geonet and attached geotextiles. Metallic fasteners will not be allowed.

3.1.3.5 Geotextile Cap Strips

Place geotextile cap strips over any exposed edges of geocomposite. Cap strips shall be a minimum of 2 feet in width and shall be thermally bonded to the geotextile component of the geocomposite.

3.1.6 Penetrations

Mechanically attach a geotextile apron to pipes and other appurtenances penetrating through the drainage layer so that soil is prevented from getting into the drainage layer. The apron of the attached geotextile shall extend out from the pipe or appurtenance a minimum of 2 feet. The apron geotextile shall be thermally bonded to the geotextile [component of the geocomposite.][overlying the geonet.]

3.2 REPAIRS

3.2.1 Geonet Damage

Make repairs by placing a patch of the geosynthetic drainage layer over the damaged area.

Extend the patch a minimum of 2 feet beyond the edge of the damage. Use approved fasteners, spaced every 6 inches around the patch, to hold the patch in place. If more than 25 percent of the roll width is damaged, approval must be obtained to repair or replace the damaged roll.

3.2.2 Geotextile Damage

Repair damaged geotextile by placing a patch of geotextile over the damaged area with a minimum of 12 inches of overlap in all directions. The geotextile patch shall be thermally bonded in place.

-- End of Section --

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 01 19.61

RESEALING OF JOINTS IN RIGID PAVEMENT

04/06

The publications listed below form a part of this specification to the the basic designation only.

ASTM C603 (2014; R 2019) Standard Test Method for Extrusion Rate and

Application Life of Elastomeric Sealants

ASTM C639 (2001; R 2011) Rheological (Flow) Properties of

Elastomeric Sealants

ASTM C661 (2015) Indentation Hardness of Elastomeric-Type Sealants by

Means of a Durometer

ASTM C679 (2003; E 2009; R 2009) Tack-Free Time of

Elastomeric Sealants

ASTM C719 (2014; R 2019) Standard Test Method for Adhesion and Cohesion of

Elastomeric Joint Sealants Under Cyclic Movement (Hockman Cycle)

ASTM C792 (2004; R 2008) Effects of Heat Aging on Weight Loss, Cracking, and Chalking of Elastomeric Sealants

ASTM C793 (2005; R 2017) Standard Test Method for Effects of Laboratory

Accelerated Weathering on Elastomeric Joint Sealants

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and

Thermoplastic Elastomers - Tension

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Am 1; Notice 1) Sealant, Joint, Two-Component, Jet-

Blast-Resistant, Cold-Applied, for Portland Cement Concrete

Pavement

FS SS-S-1401 (Rev C; Am 1; Notices 1, 2) Sealant, Joint, Non-Jet-

Fuel-Resistant, Hot-Applied, for Portland Cement and Asphalt Concrete Pavements

Joint Sealant

Submit catalog cuts, specifications, Safety Data Sheets and other information documenting conformance to contract requirements.

SD-04 Samples

Joint Filler

Separating Tape

Joint Backer Rod

Joint Sealant

SD-08 Manufacturer's Instructions

Joint Sealant

Instructions shall include, but not be limited to: storage requirements, ambient temperature and humidity ranges, and moisture condition of joints for successful installation;

requirements for preparation of joints; safe heating temperature;

mixing instructions; installation equipment and procedures;

application and disposal requirements; compatibility of sealant with filler material; curing requirements; and restrictions to be adhered to in order to reduce hazards to personnel or to the environment. Submit instructions at least 30 days prior to use.

1.3 DELIVERY, STORAGE, AND HANDLING

Inspect materials delivered to the site for visible damage, and unload and store with a minimum of handling. Joint materials shall be delivered in original sealed containers and shall be protected from freezing or overheating. Provide jobsite storage facilities capable of maintaining temperature ranges within manufacturers recommendations.

1.4 ENVIRONMENTAL REQUIREMENTS

Work shall not proceed when weather conditions detrimentally affect the quality of cleaning joints or applying joint sealants. Joint preparation and sealing shall proceed only when weather conditions are in accordance with manufacturer's instructions. During installation, surfaces shall be dry and sealant and bond breakers shall be protected from moisture.

1.5 TRAFFIC CONTROL

Do not permit vehicular or heavy equipment traffic on the pavement in the area of the joints being sealed during the protection and curing period of the joint sealant. At the end of the curing period, traffic may be permitted on the pavement when approved.

1.6 EQUIPMENT

Submit an equipment list and description of the equipment to be used and a statement from the supplier of the joint sealant that the proposed equipment is acceptable for installing the specified sealant. Equipment for heating, mixing, and installing joint seals shall be in accordance with the instructions provided by the joint seal manufacturer. Furnish equipment, tools, and accessories necessary to clean existing joints and install liquid joint sealants. Maintain machines, tools, and other equipment in proper working condition.

1.6.1 Joint Sealing Equipment

Joint sealing equipment shall be of a type required by the joint seal manufacturer's installation instructions. Equipment shall be capable of installing sealant to the depths, widths and tolerances indicated. When malfunctions are noted, joint sealing shall not proceed until they are corrected.

1.7 SAFETY PROVISIONS

In accordance with the provisions of the contract respecting "Accident Prevention," the Contractor shall take appropriate measures to control worker exposure to toxic substances during the work. Provide personnel protective equipment as required.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.2.1 Separating Tape

Polyethylene or polyester tape, 3 mil minimum thickness, or masking tape, nonreactive, nonabsorptive, adhesive-back tape, width equal to width of cleaned and refaced joints as indicated. Separating tape shall be consistent with the joint seal manufacturer's installation instructions.

3.1 JOINT PREPARATION

Unless otherwise indicated, remove existing material, saw, clean and reseal joints. Do not proceed with final cleaning operations by more than one working day in advance of sealant. Thoroughly clean joints by removing existing joint sealing compound, bond-breakers, dirt, and other foreign material with the equipment specified herein, but not limited thereto.

Cleaning procedures which damage joints or previously repaired patches by chipping or spalling will not be permitted. Remove existing sealant to the required depth as indicated. Precise shape and size of existing joints vary, and conditions of joint walls and edges vary and include but are not limited to rounding, square edges, sloping, chips, voids, depressions, and projections.

3.1.1 Removal of Existing Material

Remove from the joint the existing sealants…