W9128A-19-B-0001_Am_0007_Specifications.pdf

(Am 0007)

OPERATIONAL READINESS TRAINING COMPLEX (BARRACKS), PH 1 MCA PN91742

POHAKULOA TRAINING AREA, ISLAND OF HAWAII, HAWAII

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.3 SUBMITTALS

1.4 MODIFICATION OF REFERENCES

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Reinforcement

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Concrete Mix Design

1.6.2 Shop Drawings

1.6.2.1 Reinforcing Steel

1.6.3 Control Submittals

1.6.3.1 Safety Data Sheets

1.6.4 Test Reports

1.6.4.1 Fly Ash

1.6.5 Quality Control Plan

1.6.6 Quality Control Personnel Certifications

1.6.6.1 Quality Manager Qualifications

1.6.6.2 Field Testing Technician and Testing Agency

1.6.7 Laboratory Qualifications for Concrete Qualification Testing

1.6.8 Laboratory Accreditation

1.7 ENVIRONMENTAL REQUIREMENTS

1.8 QUALIFICATIONS FOR WELDING WORK

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

2.1.1 Wood Forms

2.1.1.1 Concrete Form Plywood (Standard Rough)

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

2.1.2 Carton Forms

2.1.3 Steel Forms

2.2 FORM TIES AND ACCESSORIES

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor-Furnished Mix Design

2.3.1.1 Footings

2.3.1.2 Foundation Walls

2.3.1.3 Slab-on-Grade

2.3.1.4 Concrete Toppings

2.3.1.5 Columns

2.3.1.6 Mix Proportions for Normal Weight Concrete

2.3.1.7 Required Average Strength of Mix Design

2.3.2 Ready-Mix Concrete

2.3.3 Concrete Curing Materials

SECTION 03 30 00 Page 1

2.4 MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Fly Ash

2.4.1.2 Portland Cement

2.4.1.3 Blended Cements

2.4.2 Water

2.4.3 Aggregates

2.4.3.1 Aggregates/Combined Aggregate Gradation (Floor Slabs Only)

2.4.4 Nonshrink Grout

2.4.5 Admixtures

2.4.5.1 High Range Water Reducer (HRWR) (Superplasticizers)

2.4.6 Vapor Barrier

2.4.7 Expansion/Contraction Joint Filler

2.4.8 Joint Sealants

2.4.8.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.5 REINFORCEMENT

2.5.1 Reinforcing Bars

2.5.1.1 Weldable Reinforcing Bars

2.5.2 Wire

2.5.2.1 Welded Wire Reinforcement

2.5.2.2 Steel Wire

2.5.3 Reinforcing Bar Supports

2.5.4 Fiber-Reinforced Concrete

2.6 FLOOR FINISH MATERIALS

2.6.1 Penetrating Liquid Floor Treatment

2.6.2 Abrasive Aggregate for Nonslip Aggregate Finish

2.6.3 Aggregate for Heavy-Duty Wear-Resistant Finish

PART 3 EXECUTION

3.1 EXAMINATION

3.2 PREPARATION

3.2.1 General

3.2.2 Subgrade Under Foundations and Footings

3.2.3 Subgrade Under Slabs on Ground

3.2.4 Edge Forms and Screed Strips for Slabs

3.2.5 Reinforcement and Other Embedded Items

3.3 FORMS

3.3.1 Coating

3.3.2 Reshoring

3.3.3 Reuse

3.3.4 Forms for Standard Rough Form Finish

3.3.5 Forms for Standard Smooth Form Finish

3.3.6 Form Ties

3.3.7 Tolerances for Form Construction

3.3.8 Removal of Forms and Supports

3.4 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.4.1 General

3.4.2 Vapor Barrier

3.4.3 Reinforcement Supports

3.4.4 Splicing

3.4.5 Future Bonding

3.4.6 Setting Miscellaneous Material

3.4.7 Fabrication

3.4.8 Placing Reinforcement

3.4.9 Spacing of Reinforcing Bars

3.4.10 Concrete Protection for Reinforcement

3.4.11 Welding

3.5 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

SECTION 03 30 00 Page 2

Preformed Sponge Rubber Cork and Recycled PVC Expansion

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 E1643 (2011; R 2017) 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 (2014a) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 (2009) DOC Voluntary Product Standard PS 1-07, Structural Plywood

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, and fly ash.

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.

SECTION 03 30 00 Page 8

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) such as coal fly 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 158 degrees F within the first 72 hours of placement. In addition, it includes all concrete elements with a section thickness of 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 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

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Quality Control Plan

Quality Control Personnel Certifications

Quality Control Organizational Chart

Laboratory Accreditation

SD-02 Shop Drawings

SECTION 03 30 00 Page 9

Reinforcing Steel

SD-03 Product Data

Joint Sealants; (LEED NC)

Joint Filler; (LEED NC)

Materials for Forms

Cementitious Materials; (LEED NC)

Vapor Barrier

Concrete Curing Materials

Reinforcement; (LEED NC)

Penetrating Liquid Floor Treatment

Admixtures

Synthetic Reinforcing Fibers

SD-05 Design Data

Concrete Mix Design

SD-06 Test Reports

Concrete Mix Design

Fly Ash

Aggregates

Compressive Strength Tests

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

Safety Data Sheets

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Penetrating Liquid Floor Treatment

Curing Compound

SECTION 03 30 00 Page 10 of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

1.6.3 Control Submittals

1.6.3.1 Safety Data Sheets

Submit Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects. SDS must be readily accessible during each work shift to employees when they are at the construction site.

1.6.4 Test Reports

1.6.4.1 Fly Ash

Submit test results in accordance with ASTM C618 for fly ash. Submit test results performed within 6 months of submittal date.

1.6.5 Quality Control Plan

Develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. The plan must include approved laboratories. Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. All quality control reports must be provided to the Contracting Officer, Quality Manager and Concrete Supplier. Maintain a copy of ACI SP-15 and CRSI 10MSP at project site.

1.6.6 Quality Control Personnel Certifications

The Contractor must submit for approval the responsibilities of the various quality control personnel, including the names and qualifications of the individuals in those positions and a quality control organizational chart defining the quality control hierarchy and the responsibility of the various positions. Quality control personnel must be employed by the Contractor.

Submit American Concrete Institute certification for the following:

a. CQC personnel responsible for inspection of concrete operations.

b. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews.

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

1.6.6.1 Quality Manager Qualifications

The quality manager must hold a current license as a professional engineer in a U.S. state or territory with experience on at least five (5) similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

1.6.6.2 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians

SECTION 03 30 00 Page 12 material ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and 28 day strengths.

2.3.1.7 Required Average Strength of Mix Design

The selected mixture must produce an average compressive strength exceeding the specified strength by the amount indicated in ACI 301, but may not exceed the specified strength at the same age by more than 20 percent.

When a concrete production facility has a record of at least 15 consecutive tests, the standard deviation must be calculated and the required average compressive strength must be determined in accordance with ACI 301.

2.3.2 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:

Type and brand cement

Cement and complementary cementitious materials content in 94-pound bags per cubic yard of concrete

Maximum size of aggregate

Amount and brand name of admixtures

Total water content expressed by water cementitious material ratio

2.3.3 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.

2.4 MATERIALS

2.4.1 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement and fly ash, and pozzolan.

2.4.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 6 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 15 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in

SECTION 03 30 00 Page 17 accordance with ASTM D5759.

2.4.1.2 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I or II with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

2.4.1.3 Blended Cements

Blended cement must conform to ASTM C595/C595M and ASTM C1157/C1157M, Type IP or IS, including the optional requirement for mortar expansion and consist of a mixture of ASTM C150/C150M Type I, or Type II cement and a complementary cementing material. The manufacturer must state in writing that the amount of pozzolan in the finished cement will 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 must not change from that submitted for the aggregate evaluation and mixture proportioning.

2.4.2 Water

Water must comply with the requirements of ASTM C1602/C1602M. Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete. Submit test report showing water complies with ASTM C1602/C1602M.

2.4.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement. Submit test report showing compliance with ASTM C33/C33M.

2.4.3.1 Aggregates/Combined Aggregate Gradation (Floor Slabs Only)

ASTM C33/C33M, uniformly graded and as follows: Nominal maximum aggregate size of 1 inch. A combined sieve analysis must indicate a well graded aggregate from coarsest to finest with not more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 (0.3mm) sieve, and less than 8 percent may be retained on sieves finer than No. 50 (0.3mm). Provide sand that is at least 50 percent natural sand.

2.4.4 Nonshrink Grout

ASTM C1107/C1107M.

2.4.5 Admixtures

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. Submit product data for admixtures used in concrete.

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