Attachment N - UFGS 03 30 00 Cast-in-Place Concrete.pdf

SECTION 03 30 00 Page 1

SECTION TABLE OF CONTENTS DIVISION 03 - CONCRETE SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

Table of Contents

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.3 SUBMITTALS

1.5 DELIVERY, STORAGE, AND HANDLING

1.6 QUALITY CONTROL

1.7 SUSTAINABLE DESIGN REQUIREMENTS

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

2.2 FORMWORK ACCESSORIES

2.3 CONCRETE MATERIALS

2.4 MISCELLANEOUS MATERIALS

2.5 CONCRETE MIX DESIGN

2.6 REINFORCEMENT

PART 3 EXECUTION

3.1 EXAMINATION

3.2 PREPARATION

3.3 FORMS

3.4 WATERSTOP INSTALLATION AND SPLICES

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.7 PLACING CONCRETE

3.8 WASTE MANAGEMENT

3.9 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.10 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

3.12 CONCRETE FLOOR TOPPING

3.13 CURING AND PROTECTION

3.14 FIELD QUALITY CONTROL

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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

ACI 121R (2008) Guide for Concrete Construction

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 SP-2 (2007; Abstract: 10th Edition) ACI Manual of Concrete Inspection

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

SECTION 03 30 00 Page 3

Specifications for Structural Concrete ACI

301-05 with Selected ACI References

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 A36/A36M (2019) 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 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

ASTM A706/A706M (2016) Standard Specification for

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 (2019) 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 (2020c) Standard Specification for

Deformed and Plain Stainless-Steel Bars

ASTM A970/A970M (2018) Standard Specification for Headed

SECTION 03 30 00 Page 4

Steel Bars for Concrete Reinforcement

ASTM A996/A996M (2016) Standard Specification for

Rail-Steel and Axle-Steel Deformed Bars

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 C31/C31M (2019a) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for Concrete

Aggregates

ASTM C39/C39M (2020) Standard Test Method for

Compressive Strength of Cylindrical

Concrete Specimens

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

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

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

ASTM C94/C94M (2020) Standard Specification for

Ready-Mixed Concrete

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 (2020) Standard Specification for Portland

Cement

ASTM C172/C172M (2017) Standard Practice for Sampling

Freshly Mixed Concrete

SECTION 03 30 00 Page 5

ASTM C173/C173M (2016) Standard Test Method for Air

Content of Freshly Mixed Concrete by the

Volumetric Method

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 C311/C311M (2018) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C330/C330M (2017a) Standard Specification for

Lightweight Aggregates for Structural

Concrete

ASTM C494/C494M (2019) Standard Specification for Chemical

Admixtures for Concrete

ASTM C552 (2017; E 2018) Standard Specification for

Cellular Glass Thermal Insulation

ASTM C567/C567M (2019) Determining Density of Structural

Lightweight Concrete

ASTM C578 (2019) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2019a) Standard Specification for Unfaced

Preformed Rigid Cellular Polyisocyanurate

Thermal Insulation

ASTM C595/C595M (2020) 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 C803/C803M (2018) Standard Test Method for

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 C989/C989M (2018a) Standard Specification for Slag

Cement for Use in Concrete and Mortars

SECTION 03 30 00 Page 6

ASTM C1012/C1012M (2018b) 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 (2020) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink)

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

Fiber-Reinforced Concrete

ASTM C1157/C1157M (2020) Standard Performance Specification for Hydraulic Cement

ASTM C1218/C1218M (2017) Standard Test Method for

Water-Soluble Chloride in Mortar and

ASTM C1240 (2020) 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 C1567 (2013) 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 C1778 (2016) Standard Guide for Reducing the

Risk of Deleterious Alkali-Aggregate

Reaction in Concrete

ASTM D412 (2016) Standard Test Methods for

Vulcanized Rubber and Thermoplastic

Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber

Property - Effect of Liquids

SECTION 03 30 00 Page 7

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 D5759 (2012; R 2020) 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 E96/E96M (2016) Standard Test Methods for Water

Vapor Transmission of Materials

ASTM E329 (2020) Standard Specification for Agencies

Engaged in Construction Inspection, Testing, or Special Inspection

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 2020) Standard Specification for

Bituminous Water Vapor Retarders Used in

Contact with Soil or Granular Fill Under

Concrete Slabs

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2018) Manual of Standard Practice

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

SECTION 03 30 00 Page 8

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

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.

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, 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 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section

SECTION 03 30 00 Page 9 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 government officer that will review the submittal for the Government.

SD-01 Preconstruction Submittals

Concrete Curing Plan

Quality Control Plan; G, COR

Quality Control Personnel Certifications; G, COR

Quality Control Organizational Chart

Laboratory Accreditation; G, COR [

Form Removal Schedule; G, COR

SD-02 Shop Drawings

Reinforcing Steel; G, COR

SD-03 Product Data

Joint Sealants; (LEED NC)

Joint Filler; (LEED NC)

Formwork Materials

Recycled Aggregate Materials; (LEED NC)

Cementitious Materials; (LEED NC)

SECTION 03 30 00 Page 10

Vapor Retarder

Concrete Curing Materials

Reinforcement; (LEED NC)

Liquid Chemical Floor Hardeners and Sealers

Admixtures

Reinforcing Fibers

Mechanical Reinforcing Bar Connectors

Waterstops

Local/Regional Materials; (LEED NC)

Biodegradable Form Release Agent

Nonshrink Grout

SD-04 Samples

SD-05 Design Data

Concrete Mix Design; G, COR

SD-06 Test Reports

Aggregates

Compressive Strength Tests; G, COR

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Safety Data Sheets

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Joint Sealants; (LEED NC)

Curing Compound

1.4 MODIFICATION OF REFERENCES.

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Engineer," and the

"Architect/Engineer" to mean the Contracting Officer.

SECTION 03 30 00 Page 11

1.5 DELIVERY, STORAGE, AND HANDLING.

Follow ACI 301, ACI 304R and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until vapor retarder, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

1.5.2 Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.6 QUALITY CONTROL.

1.6.1 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.

1.6.2 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.

1.6.2.1 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on

a. Work on concrete under this contract must be performed by an ACI

Concrete Field Testing Technician Grade 1 qualified in accordance with

ACI SP-2 or equivalent. Equivalent certification programs must include requirements for written and performance examinations as

SECTION 03 30 00 Page 12 stipulated in ACI SP-2.

b. Testing agencies that perform testing services on reinforcing steel must meet the requirements of ASTM E329.

c. Testing agencies that perform testing services on concrete materials must meet the requirements of ASTM C1077.

1.6.2.2 Laboratory Qualifications for Concrete Qualification Testing

The concrete testing laboratory must have the necessary equipment and experience to accomplish required testing. The laboratory must meet the requirements of ASTM C1077 and be Cement and Concrete Reference Laboratory

(CCRL) inspected.

1.6.2.3 Laboratory Accreditation

Laboratory and testing facilities must be provided by and at the expense of the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and

ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a registered professional engineer in a

U.S. state or territory competent in concrete materials who is competent in concrete materials and must sign all reports and designs.

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by

ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.7 SUSTAINABLE DESIGN REQUIREMENTS.

1.7.1 Local/Regional Materials

Use materials or products extracted, harvested, or recovered, as well as manufactured, within a 500mile radius from the project site, if available from a minimum of three sources.

PART 2 PRODUCTS.

2.1 FORMWORK MATERIALS.

a. Form-facing material in contact with concrete must be [lumber,]

[plywood,] [tempered concrete-form-grade hardboard,] [metal,]

[plastic,] or [treated paper that creates specified appearance and texture of concrete surface]. Submit product information on proposed form-facing materials if different from that specified herein.

SECTION 03 30 00 Page 13

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

j. Submit shop drawings for formwork, shoring, reshoring, and backshoring. Shop drawings must be signed and sealed by a licensed design engineer.

k. Submit design calculations for shoring, reshoring, and backshoring. Design calculations must be signed and sealed by a licensed design engineer.

l. Submit procedure for reshoring and backshoring, including drawings signed and sealed by a licensed design engineer.

Include on shop drawings the formwork removal procedure and magnitude of construction loads used for design of reshoring or backshoring system. Indicate in procedure the magnitude of live and dead loads assumed for required capacity of the structure at time of reshoring or backshoring.

n. Submit manufacturer's product data on form liner proposed for use with each formed surface.

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)

Provide plywood that conforms to NIST PS 1, B-B, high density form

SECTION 03 30 00 Page 14 overlay, not less than 5/8-inch thick.

2.1.2 Plastic Forms

Provide plastic forms that contain a minimum of 50 percent post-consumer recycled content, or a minimum of 50 percent post-industrial recycled content.

2.1.3 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORMWORK ACCESSORIES.

a. Use commercially manufactured formwork accessories, including ties and hangers.

b. Form ties and accessories must not reduce the effective cover of the reinforcement.

2.2.1 Form Ties

NOTE: Form ties: a mechanical connection in tension used to prevent concrete forms from spreading due to the fluid pressure of fresh concrete.

a. Use form ties with ends or end fasteners that can be removed without damage to concrete.

b. Where indicated in Contract Documents, use form ties with integral water barrier plates or other acceptable positive water barriers in walls.

c. The breakback distance for ferrous ties must be at least 2 in.

d. If the breakback distance is less than 19 mm 3/4 in., use coated or corrosion-resistant ties.

e. Submit manufacturer's data sheet on form ties.

2.2.2 Waterstops

Submit manufacturer's data sheet on waterstop materials and splices.

2.2.2.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572.

2.2.2.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C 513.

2.2.2.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops must conform to ASTM D471.

2.2.2.4 Hydrophilic Waterstop

SECTION 03 30 00 Page 15

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water must conform to the following requirements when tested in accordance to ASTM D412: Tensile strength 420 psi minimum;

ultimate elongation 600 percent minimum. Hardness must be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 20 degrees C 70 degrees F must be 3 to 1 minimum.

2.2.3 Biodegradable Form Release Agent

a. Provide form release agent that is colorless, biodegradable, and with a zero VOC content.

b. Provide product that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.

c. Provide form release agent that reduces formwork moisture absorption, and does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene. Submit documentation indicating type of biobased material in product and biobased content. Indicate relative dollar value of biobased content products to total dollar value of products included in project.

d. Submit manufacturer's product data on formwork release agent for use on each form-facing material.

2.2.4 Chamfer Materials

Use lumber materials with dimensions of 3/4 x 3/4 in.

2.2.5 Construction and movement joints

a. Submit details and locations of construction joints in accordance with the requirements herein.

b. Locate construction joints within middle one-third of spans of slabs, beams, and girders. If a beam intersects a girder within the middle one-third of girder span, the distance between the construction joint in the girder and the edge of the beam must be at least twice the width of the larger member.

c. For members with post-tensioning tendons, locate construction joints where tendons pass through centroid of concrete section.

d. Locate construction joints in walls and columns at underside of slabs, beams, or girders and at tops of footings or slabs.

e. Make construction joints perpendicular to main reinforcement.

f. Provide movement joints where indicated in Contract Documents or in accepted alternate locations.

g. Submit location and detail of movement joints if different from those indicated in Contract Documents.

h. Submit manufacturer's data sheet on expansion joint materials.

i. Provide keyways where indicated in Contract Documents.[ Longitudinal keyways indicated in Contract Documents must be at least 37.5 mm 1-1/2

in. deep, measured perpendicular to the plane of the joint.]

SECTION 03 30 00 Page 16

2.2.6 Other Embedded items

Use sleeves, inserts, anchors, and other embedded items of material and design indicated in Contract Documents.

2.3 CONCRETE MATERIALS.

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

a. Unless otherwise specified, provide cement that conforms to ASTM C150/C150M Type I or II and meets low alkali content Requirements. Contractor shall use ASTM C150/C150M Type III where high early strength is required.

b. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

c. Cementitious materials must be stored and kept dry and free from contaminants.

2.3.1.2 Fly Ash

a. ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent.

b. 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.

2.3.2 Water

a. Water or ice must comply with the requirements of ASTM C1602/C1602M.

b. Minimize the amount of water in the mix. Improve workability by adjusting the grading of the aggregate and using admixture rather than by adding water.

c. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to

d. Protect mixing water and ice from contamination during storage and delivery.

e. Submit test report showing water complies with ASTM C1602/C1602M.

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

a. Aggregates must conform to ASTM C33/C33M.

b. Aggregates used in concrete must be obtained from the same sources and

SECTION 03 30 00 Page 17 have the same size range as aggregates used in concrete represented by submitted field test records or used in trial mixtures.

c. Provide sand that is at least 50 percent natural sand.

d. Store and handle aggregate in a manner that will avoid segregation and prevents contamination by other materials or other sizes of aggregates. Store aggregates in locations that will permit them to drain freely. Do not use aggregates that contain frozen lumps.

e. Submit types, pit or quarry locations, producers' names, aggregate supplier statement of compliance with ASTM C33/C33M, and ASTM C1293 expansion data not more than 18 months old.

2.3.3.2 Lightweight Aggregate

Lightweight aggregate in accordance with ASTM C330/C330M.

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.

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.

2.4.2 Nonshrink Grout

Nonshrink grout in accordance with ASTM C1107/C1107M.

2.4.3 Expansion/Contraction Joint Filler

ASTM D1751 or ASTM D1752 Type I or Type II. Material must be 13 mm 1/2

SECTION 03 30 00 Page 18 inch thick[, unless otherwise indicated].

2.4.4 Joint Sealants

Submit manufacturer's product data, indicating VOC content.

2.4.4.1 Horizontal Surfaces, 3 Percent Slope, Maximum ASTM D6690 or ASTM C920, Type M, Class 25, Use T.

2.4.5.2 Vertical Surfaces Greater Than 3 Percent Slope

ASTM C920, Type M, Grade NS, Class 25, Use T.

2.4.5.3 Preformed Polychloroprene Elastomeric Type

ASTM D2628.

2.4.5.4 Lubricant for Preformed Compression Seals

ASTM D2835.

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.

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.

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

SECTION 03 30 00 Page 19

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.

2.5.2.2 Concrete Temperature

The temperature of concrete as delivered must not exceed 95°F.

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 43-kilogram

94-pound bags per cubic meter 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.

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; or ASTM

A996/A996M with the bars marked R, Grade 60, or marked A, Grade 60.

c. Reinforcing bars may contain post-consumer or post-industrial recycled content.

SECTION 03 30 00 Page 20

2.6.1.1 Galvanized Reinforcing Bars

a. Provide zinc-coated (galvanized) reinforcing bars that conform to

ASTM A767/A767M, Class 1 or Class 2 as required by the contract

Documents.

b. Coating damage incurred during shipment, handling, and placing of zinc-coated (galvanized) reinforcing bars must be repaired in accordance with ASTM A780/A780M. Damaged areas 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 maximum allowed damaged coating area must include previously repaired areas damaged before shipment as required by ASTM A767/A767M.

2.6.1.2 Epoxy-Coated Reinforcing Bars

a. Provide epoxy-coated reinforcing bars that conform to ASTM A775/A775M or

ASTM A934/A934M], Grade 60.

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

2.6.1.3 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.

2.6.1.4 Stainless Steel Reinforcing Bars

Stainless steel bars must meet the requirements of ASTM A955/A955M.

2.6.1.5 Headed Reinforcing Bars

Headed reinforcing bars must conform to ASTM A970/A970M including Annex

A1, and other specified requirements.

SECTION 03 30 00 Page 21

2.6.1.6 Bar Mats

a. Bar mats must conform to ASTM A184/A184M.

b. If coated bar mats are required, repair damaged coating as required in the paragraph titled GALVANIZED REINFORCING BARS EPOXY-COATED

REINFORCING BARS and DUAL-COATED REINFORCING BARS.

2.6.2 Wire

a. Provide flat sheets of welded wire reinforcement for slabs and toppings.

b. Plain or deformed steel wire must conform to ASTM A1064/A1064M.

c. Stainless steel wire must conform to ASTM A1022/A1022M.

d. Epoxy-coated wire must conform to ASTM A884/A884M. Coating damage incurred during shipment, storage, handling, and placing of epoxy-coated wires must be repaired. Repair damaged coating areas with patching material in accordance with material manufacturer's written recommendations. If damaged area exceeds 2 percent of surface area in each linear foot of each wire, wire 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 wire reinforcement.

2.6.3 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 300 mm 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 400 mm 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 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, SECTION 03 30 00 Page 22 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.

2.6.4 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.]

c. Legs of supports in contact with formwork must be hot-dip galvanized, or plastic coated after fabrication, or stainless-steel bar supports.

2.6.5 Dowels for Load Transfer in Floors

Provide greased dowels for load transfer in floors of the type, design, weight, and dimensions indicated. Provide dowel bars that are plain-billet steel conforming to ASTM A615/A615M, Grade 40. Provide dowel pipe that is steel conforming to ASTM A53/A53M.

PART 3 EXECUTION

PART 3 EXECUTION.

3.1 EXAMINATION.

a. Do not begin installation until substrates have been properly constructed; verify that substrates are level.

b. If substrate preparation is the responsibility of another installer, notify Contracting Officer of unsatisfactory preparation before processing.

c. Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify

Contracting Officer and wait for instructions before beginning installation.

3.2 PREPARATION.

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

a. Surfaces against which concrete is to be placed must be free of

SECTION 03 30 00 Page 23 debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

b. Remove standing water without washing over freshly deposited concrete.

Divert flow of water through side drains provided for such purpose.

3.2.2 Subgrade Under Foundations and Footings

a. When subgrade material is semi-porous and dry, sprinkle subgrade surface with water as required to eliminate suction at the time concrete is deposited, or seal subgrade surface by covering surface with specified vapor retarder.

b. When subgrade material is porous, seal subgrade surface by covering surface with specified vapor retarder.

3.2.3 Subgrade Under Slabs on Ground

a. Before construction of slabs on ground, have underground work on pipes and conduits completed and approved.

b. Previously constructed subgrade or fill must be cleaned of foreign materials

c. Finish surface of capillary water barrier under interior slabs on ground must not show deviation in excess of 6.4 mm 1/4 inch when tested with a 3000 mm 10-foot straightedge parallel with and at right angles to building lines.

d. Finished surface of subgrade or fill under exterior slabs on ground must not be more than 6.10 mm 0.02-foot above or 30.50 mm 0.10-foot below elevation indicated.

3.2.4 Edge Forms and Screed Strips for Slabs

a. Set edge forms or bulkheads and intermediate screed strips for slabs to obtain indicated elevations and contours in finished slab surface and must be strong enough to support vibrating bridge screeds or roller pipe screeds if nature of specified slab finish requires use of such equipment.

b. Align concrete surface to elevation of screed strips by use of strike-off templates or approved compacting-type screeds.

3.2.5 Reinforcement and Other Embedded Items

a. Secure reinforcement, joint materials, and other embedded materials in position, inspected, and approved before start of concrete placing.

b. When concrete is placed, reinforcement must be free of materials deleterious to bond. Reinforcement with rust, mill scale, or a combination of both will be considered satisfactory, provided minimum nominal dimensions, nominal weight, and minimum average height of deformations of a hand-wire-brushed test specimen are not less than applicable ASTM specification requirements.

3.3 FORMS.

a. Provide forms, shoring, and scaffolding for concrete placement. Set forms mortar-tight and true to line and grade.

SECTION 03 30 00 Page 24

b. Chamfer above grade exposed joints, edges, and external corners of concrete [20 mm] [0.75 inch]. Place chamfer strips in corners of formwork to produce beveled edges on permanently exposed surfaces.[

Do not bevel reentrant corners or edges of formed joints of concrete.]

c. Provide formwork with clean-out openings to permit inspection and removal of debris.

d. Inspect formwork and remove foreign material before concrete is placed.

e. At construction joints, lap form-facing materials over the concrete of previous placement. Ensure formwork is placed against hardened concrete so offsets at construction joints conform to specified tolerances.

f. Provide positive means of adjustment (such as wedges or jacks) of shores and struts. Do not make adjustments in formwork after concrete has reached initial setting. Brace formwork to resist lateral deflection and lateral instability.

g. Fasten form wedges in place after final adjustment of forms and before concrete placement.

h. Provide anchoring and bracing to control upward and lateral movement of formwork system.

i. Construct formwork for openings to facilitate removal and to produce opening dimensions as specified and within tolerances.

j. Provide runways for moving equipment. Support runways directly on formwork or structural members. Do not support runways on reinforcement. Loading applied by runways must not exceed capacity of formwork or structural members.

k. Position and support expansion joint materials, waterstops, and other embedded items to prevent displacement. Fill voids in sleeves, inserts, and anchor slots temporarily with removable material to prevent concrete entry into voids.

l. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete placement.

3.3.1 Coating

a. Cover formwork surfaces with an acceptable material that inhibits bond with concrete.

b. If formwork release agent is used, apply to formwork surfaces in accordance with manufacturer's recommendations before placing reinforcement. Remove excess release agent on formwork prior to concrete placement.

c. Do not allow formwork release agent to contact reinforcement or hardened concrete against which fresh concrete is to be placed.

3.3.2 Reuse

a. Reuse forms providing the structural integrity of concrete and the aesthetics of exposed concrete are not compromised.

SECTION 03 30 00 Page 25

b. Wood forms must not be clogged with paste and must be capable of absorbing high water-cementitious material ratio paste.

c. Remove leaked mortar from formwork joints before reuse.

3.3.3 Forms for Standard Rough Form Finish

Provide formwork in accordance with ACI 301 Section 5 with a surface finish, SF-1.0, for formed surfaces that are to be concealed by other construction.

3.3.4 Forms for Standard Smooth Form Finish

Provide formwork in accordance with ACI 301 Section 5 with a surface finish, SF-3.0, for formed surfaces that are exposed to view.[ Do not provide mockup of concrete surface appearance and texture.]

3.3.5 Form Ties

a. For post-tensioned structures, do not remove formwork supports until stressing records have been accepted by the Contracting Officer.

b. After ends or end fasteners of form ties have been removed, repair tie holes in accordance with ACI 301 Section 5 requirements.

3.3.6 Tolerances for Form Construction

a. Construct formwork so concrete surfaces conform to tolerances in

ACI 117.

b. Position and secure sleeves, inserts, anchors, and other embedded items such that embedded items are positioned within ACI 117 tolerances.

c. To maintain specified elevation and thickness within tolerances, install formwork to compensate for deflection and anticipated settlement in formwork during concrete placement. Set formwork and intermediate screed strips for slabs to produce designated elevation, camber, and contour of finished surface before formwork removal. If specified finish requires use of vibrating screeds or roller pipe screeds, ensure that edge forms and screed strips are strong enough to support such equipment.

3.3.7 Removal of Forms and Supports

a. If vertical formed surfaces require finishing, remove forms as soon as removal operations will not damage concrete.

b. Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform repairs and finishing operations required. If forms are removed before end of specified curing period, provide curing and protection.

c. Do not damage concrete during removal of vertical formwork for columns, walls, and sides of beams. Perform needed repair and finishing operations required on vertical surfaces. If forms are removed before end of specified curing period, provide curing and protection.

SECTION 03 30 00 Page 26

d. Leave formwork and shoring in place to support construction loads and weight of concrete in beams, slabs, and other structural members until in-place required strength of concrete is reached.

e. Form-facing material and horizontal facing support members may be removed before in-place concrete reaches specified compressive strength if shores and other supports are designed to allow facing removal without deflection of supported slab or member.

3.3.8 Strength of Concrete Required for Removal of Formwork

If removal of formwork, reshoring, or backshoring is based on concrete reaching a specified in-place strength, mold and field-cure cylinders in accordance with ASTM C31/C31M. Test cylinders in accordance with

ASTM C39/C39M. Alternatively, use one or more of the methods listed herein to evaluate in-place concrete strength for formwork removal.

a. Tests of cast-in-place cylinders in accordance with ASTM C873/C873M.

This option is limited to slabs with concrete depths from 5 to 12 in.

b. Penetration resistance in accordance with ASTM C803/C803M.

c. Pullout strength in accordance with…