Part 4 Performance and Technical Specifications.pdf

REPLACE AIR COOLED CHILLERS, FAC.NO.10560 WR#D4700520

Naval Air Weapons Station, China Lake, California

SECTION 03 30 00 Page 1

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

02/19

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 1.5.1.1

Epoxy Coated Reinforcing Steel

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

1.6.1.2 Concrete Mix Design

1.6.2 Shop Drawings

1.6.2.1 Formwork

1.6.2.2 Reinforcing Steel

1.6.3 Control Submittals

1.6.3.1 Concrete Curing Plan

1.6.3.2 Pumping Concrete

1.6.3.3 Silica Fume Manufacturer's Representative

1.6.3.4 Finishing Plan 1.6.3.5 VOC Content for form

release agents, curing compounds, and concrete penetrating sealers

1.6.3.6 Safety Data Sheets

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

1.6.4.2 Slag Cement

1.6.4.3 Aggregates

1.6.4.4 Fiber-Reinforced Concrete

1.6.5 Field Samples

1.6.5.1 Slab Finish Sample

1.6.5.2 Surface Finish Samples

1.6.6 Quality Control Plan

1.6.7 Quality Control Personnel Certifications

1.6.7.1 Quality Manager Qualifications

1.6.7.2 Field Testing Technician and Testing Agency

1.6.8 Laboratory Qualifications for Concrete Qualification Testing

1.6.9 Laboratory Accreditation

1.7 ENVIRONMENTAL REQUIREMENTS

1.7.1 Submittals for Environmental Performance

1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.8.1 Local/Regional Materials

SECTION 03 30 00 Page 2

1.8.2 Forest Stewardship Council (FSC) Certification

1.9 QUALIFICATIONS FOR WELDING WORK

PART 2 PRODUCTS

2.1 FORMWORK MATERIALS

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 Plastic Forms

2.1.3 Carton Forms

2.1.4 Steel Forms

2.2 FORMWORK ACCESSORIES

2.2.1 Form Ties

2.2.2 Waterstops

2.2.2.1 PVC Waterstop

2.2.2.2 Rubber Waterstop

2.2.2.3 Thermoplastic Elastomeric Rubber Waterstop

2.2.2.4 Hydrophilic Waterstop

2.2.3 Biodegradable Form Release Agent

2.2.4 Chamfer Materials

2.2.5 Construction and movement joints

2.2.6 Perimeter Insulation

2.2.7 Other Embedded items

2.3 CONCRETE MATERIALS

2.3.1 Cementitious Materials

2.3.1.1 Portland Cement

2.3.1.2 Blended Cements

2.3.1.3 Fly Ash

2.3.1.4 Slag cement

2.3.1.5 Silica Fume

2.3.1.6 Other Supplementary Cementitious Materials

2.3.2 Water

2.3.3 Aggregate

2.3.3.1 Normal-Weight Aggregate

2.3.3.2 Lightweight Aggregate

2.3.3.3 Recycled Aggregate Materials

2.3.4 Admixtures

2.4 MISCELLANEOUS MATERIALS

2.4.1 Concrete Curing Materials

2.4.2 Nonshrink Grout

2.4.3 Floor Finish Materials

2.4.3.1 Liquid Chemical Floor Hardeners and Sealers

2.4.3.2 Abrasive Aggregate for Nonslip Aggregate Finish

2.4.3.3 Dry Materials for Colored Wear-Resistant Finish

2.4.3.4 Aggregate for Heavy-Duty Wear-Resistant Finish

2.4.3.5 Aggregate for Heavy-Duty Floor Topping

2.4.4 Expansion/Contraction Joint Filler

2.4.5 Joint Sealants

2.4.5.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.5.2 Vertical Surfaces Greater Than 3 Percent Slope

SECTION 03 30 00 Page 3

2.4.5.3 Preformed Polychloroprene Elastomeric Type

2.4.5.4 Lubricant for Preformed Compression Seals

2.4.6 Vapor Retarder and Vapor Barrier

2.4.7 Dovetail Anchor Slot

2.5 CONCRETE MIX DESIGN

2.5.1 Properties and Requirements

2.5.2 Durability

2.5.2.1 Alkali-Aggregate Reaction

2.5.2.2 Freezing and Thawing Resistance

2.5.2.3 Corrosion and Chloride Content

2.5.2.4 Sulfate Resistance

2.5.2.5 Concrete Temperature

2.5.2.6 Concrete permeability

2.5.3 Contractor's Option for Material Only

2.5.4 Trial Mixtures

2.5.5 Ready-Mix Concrete

2.6 REINFORCEMENT

2.6.1 Reinforcing Bars

2.6.1.1 Galvanized Reinforcing Bars

2.6.1.2 Epoxy-Coated Reinforcing Bars

2.6.1.3 Dual-coated Reinforcing Bars

2.6.1.4 Stainless Steel Reinforcing Bars

2.6.1.5 Headed Reinforcing Bars

2.6.1.6 Bar Mats

2.6.1.7 Headed Shear Stud Reinforcement

2.6.2 Mechanical Reinforcing Bar Connectors

2.6.3 Wire

2.6.4 Welded wire reinforcement

2.6.5 Reinforcing Bar Supports

2.6.6 Reinforcing Fibers

2.6.6.1 Synthetic Fibers

2.6.6.2 Steel Fibers

2.6.7 Dowels for Load Transfer in Floors

2.6.8 Welding

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

SECTION 03 30 00 Page 4

3.3.7 Forms for Concrete Pan Joist Construction

3.3.8 Tolerances for Form Construction

3.3.9 Removal of Forms and Supports

3.3.10 Strength of Concrete Required for Removal of Formwork

3.4 WATERSTOP INSTALLATION AND SPLICES

3.4.1 PVC Waterstop

3.4.2 Rubber Waterstop

3.4.3 Thermoplastic Elastomeric Rubber Waterstop

3.4.4 Hydrophilic Waterstop

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.5.1 General

3.5.2 Vapor Retarder and Vapor Barrier

3.5.3 Perimeter Insulation

3.5.4 Reinforcement Supports

3.5.5 Epoxy Coated Reinforcing

3.5.5.1 Epoxy Coated Reinforcing Steel Placement and Coating

Repair

3.5.6 Splicing

3.5.7 Future Bonding

3.5.8 Setting Miscellaneous Material

3.5.9 Fabrication

3.5.10 Placing Reinforcement

3.5.11 Spacing of Reinforcing Bars

3.5.12 Concrete Protection for Reinforcement

3.5.13 Welding

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

3.6.1 Measuring

3.6.2 Mixing

3.6.3 Transporting

3.7 PLACING CONCRETE

3.7.1 Footing Placement

3.7.2 Pumping

3.7.2.1 Pumping Lightweight Concrete

3.7.3 Cold Weather

3.7.4 Hot Weather

3.7.5 Bonding

3.8 WASTE MANAGEMENT

3.8.1 Mixing Equipment

3.8.2 Hardened, Cured Waste Concrete

3.8.3 Reinforcing Steel

3.8.4 Other Waste

3.9 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.9.1 Defects

3.9.2 Not Against Forms (Top of Walls)

3.9.3 Formed Surfaces

3.9.3.1 Tolerances

3.9.3.2 As-Cast Rough Form

3.9.3.3 Standard Smooth Fininish

Finish 3.10 FLOOR, SLAB, AND PAVEMENT FINISHES AND

MISCELLANEOUS CONSTRUCTION

SECTION 03 30 00 Page 5

3.10.1 Finish

3.10.1.1 Scratched

3.10.1.2 Floated

3.10.1.3 Concrete Containing Silica Fume

3.10.1.4 Steel Troweled

3.10.1.5 Nonslip Finish

3.10.1.6 Broomed

3.10.1.7 Pavement

3.10.1.8 Concrete Toppings Placement

3.10.1.9 Chemical-Hardener Treatment

3.10.1.10 Colored Wear-Resistant Finish

3.10.1.11 Heavy-Duty Wear-Resistant Finish

3.10.2 Flat Floor Finishes

3.10.2.1 Measurement of Floor Tolerances

3.10.2.2 Remedies for Out of Tolerance Work

3.10.3 Concrete Walks

3.10.4 Pits and Trenches

3.10.5 Curbs

3.10.6 Splash Blocks

3.11 JOINTS

3.11.1 Construction Joints

3.11.1.1 Maximum Allowable Construction Joint Spacing

3.11.1.2 Construction Joints for Constructability Purposes

3.11.2 Isolation Joints in Slabs on Ground

3.11.3 Contraction Joints in Slabs on Ground

3.11.4 Sealing Joints in Slabs on Ground

3.12 CONCRETE FLOOR TOPPING

3.12.1 Standard Floor Topping

3.12.1.1 Preparations Prior to Placing

3.12.1.2 Placing

3.12.1.3 Finishing

3.12.2 Heavy-Duty Floor Topping

3.12.2.1 Heavy-duty Topping Mixture

3.12.2.2 Base Slab

3.12.2.3 Placing

3.12.2.4 Finishing

3.13 CURING AND PROTECTION

3.13.1 Requirements for Type III, High-Early-Strength Portland Cement

3.13.2 Curing Periods

3.13.3 Curing Formed Surfaces

3.13.4 Curing Unformed Surfaces

3.13.5 Temperature of Concrete During Curing

3.13.6 Protection from Mechanical Injury

3.13.7 Protection After Curing

3.14 FIELD QUALITY CONTROL

3.14.1 Sampling

3.14.2 Testing

3.14.2.1 Slump Tests

3.14.2.2 Temperature Tests

3.14.2.3 Compressive Strength Tests

SECTION 03 30 00 Page 6

3.14.2.4 Air Content

3.14.2.5 Unit Weight of Structural Concrete

3.14.2.6 Chloride Ion Concentration

3.14.2.7 Strength of Concrete Structure

3.14.2.8 Non-Conforming Materials

3.14.2.9 Testing Concrete Structure for Strength

3.15 REPAIR, REHABILITATION AND REMOVAL

3.15.1 Crack Repair

3.15.2 Repair of Weak Surfaces

3.15.3 Failure of Quality Assurance Test Results

-- End of Section Table of Contents

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

SECTION 03 30 00 Page 7

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 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 (2020) 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 Reinforcement

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

SECTION 03 30 00 Page 8

ASTM A780/A780M (2020) 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 Reinforcement

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 for Concrete Reinforcement

ASTM A970/A970M (2018) Standard Specification for Headed Steel Bars for Concrete Reinforcement

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

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 Concrete

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

SECTION 03 30 00 Page 9

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 (2020) 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

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

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

SECTION 03 30 00 Page 10

ASTM C591 (2020) 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

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

SECTION 03 30 00 Page 11

ASTM C1218/C1218M (2020c) Standard Test Method for Water-Soluble Chloride in Mortar and Concrete

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

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

SECTION 03 30 00 Page 12

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 (2020) 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 Concrete

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

SECTION 03 30 00 Page 13

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 itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react

SECTION 03 30 00 Page 14 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 Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance with Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Mix Design; G

SD-02 Shop Drawings

Not used.

SD-03 Product Data

Not used.

SD-04 Samples

Not used.

SD-05 Design Data

Not used.

SD-06 Test Reports

Compressive Strength Tests; G

SD-07 Certificates

Not used.

SD-08 Manufacturer's Instructions Liquid

Not used.

1.4 MODIFICATION OF REFERENCES

SECTION 03 30 00 Page 15

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 "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

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, vapor barrier, 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

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 ASSURANCE

1.6.1 Design Data

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

1.6.2 Shop Drawings

Not used.

1.6.3 Control Submittals

Not used.

1.6.4 Test Reports

Not used.

1.7 ENVIRONMENTAL REQUIREMENTS

SECTION 03 30 00 Page 16

1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.9 QUALIFICATIONS FOR WELDING WORK

Welding procedures must be in accordance with AWS D1.4/D1.4M.

Verify that Welder qualifications are in accordance with AWS D1.4/D1.4M for welding of reinforcement or under an equivalent qualification test approved in advance. Welders are permitted to do only the type of welding for which each is specifically qualified.

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.

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 1/240of 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

SECTION 03 30 00 Page 17 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 16 mm 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 overlay, not less than 16 mm 5/8-inch thick.

2.1.2 Plastic Forms

Plastic lumber as specified in Section 06 10 00 ROUGH CARPENTRY.

2.1.3 Carton Forms

Moisture resistant treated paper faces, biodegradable, structurally sufficient to support weight of wet concrete until initial set.

2.1.4 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

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

2.2.2 Waterstops

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.

SECTION 03 30 00 Page 18

2.2.2.4 Hydrophilic Waterstop

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.

2.2.3 Biodegradable Form Release Agent

Not used.

2.2.4 Chamfer Materials

Not used.

2.2.5 Construction and movement joints

Not used.

2.2.6 Perimeter Insulation

Not used.

2.2.7 Other Embedded items

Not used.

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.

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

c. Submit information along with evidence demonstrating compliance with referenced standards. Submittals must include types of cementitious materials, manufacturing locations, shipping locations, and certificates showing compliance.

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

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 and

SECTION 03 30 00 Page 19 free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

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 unless otherwise specified in the Contract Documents or approved by the contracting officer.

b. Aggregates used in concrete must be obtained from the same sources and 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 acid insoluble based on

ASTM D3042.

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.

2.3.3.2 Lightweight Aggregate

Lightweight aggregate in accordance with ASTM C330/C330M.

2.3.3.3 Recycled Aggregate Materials

Not used.

2.3.4 Admixtures

Chemical admixtures must conform to ASTM C494/C494M.

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

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

c. 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.

SECTION 03 30 00 Page 20

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.

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

Not used.

2.4.3 Floor Finish Materials

2.4.3.1 Liquid Chemical Floor Hardeners and Sealers

Not used.

2.4.3.2 Abrasive Aggregate for Nonslip Aggregate Finish

Not used.

2.4.3.3 Dry Materials for Colored Wear-Resistant Finish

Not used.

2.4.3.4 Aggregate for Heavy-Duty Wear-Resistant Finish

Not used.

2.4.3.5 Aggregate for Heavy-Duty Floor Topping

Not used.

2.4.4 Expansion/Contraction Joint Filler

Not used.

2.4.5 Joint Sealants

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.

SECTION 03 30 00 Page 21

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, mm in.

Minimum cementitious material content, kg per cubic meter pounds per cubic yard

37.5 1-1/2 280 470

Nominal maximum size of aggregate, mm in.

Minimum cementitious material content, kg per cubic meter pounds per cubic yard

25 1 310 520

19 3/4 320 540

9.5 3/8 360 610

c. Selected target slump must meet the requirements this section, the contract documents, and must not exceed 230 mm 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.

Minimum f'c (compressive strength): 3,000 psi

i. Concrete properties and requirements for each portion of the structure are specified in the table below. Refer to the paragraph titled

SECTION 03 30 00 Page 22

DURABILITY for more details on exposure categories and their requirements.

Minimum f'c MPa Miscellaneous Requirements

Footings psi at 28days

Max. slump: 6 in.

Nominal maximum aggregate size must be 3/4 in.

Slabs-on-ground at 28 days

2.5.2 Durability

2.5.3 Contractor's Option for Material Only

Not used.

2.5.4 Trial Mixtures

Trial mixtures must be in accordance to ACI 301.

2.5.5 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

SECTION 03 30 00 Page 23

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.

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. Reinforce with #4 Rebar.

2.6.1.1 Galvanized Reinforcing Bars

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

ASTM A767/A767M.

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.

2.6.2 Mechanical Reinforcing Bar Connectors

Not used.

2.6.3 Wire

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

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

SECTION 03 30 00 Page 24

c. 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.

2.6.4 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, 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.

2.6.5 Reinforcing Bar Supports

a. Provide reinforcement support types within structure as required by

SECTION 03 30 00 Page 25

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.

2.6.6 Reinforcing Fibers

Not used.

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 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.

SECTION 03 30 00 Page 26

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.

b. Chamfer above grade exposed joints, edges, and external corners 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.

SECTION 03 30 00 Page 27

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

Not used.

3.3.2 Reshoring

Not used.

3.3.3 Reuse

No used

3.3.6 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.

3.3.7 Forms for Concrete Pan Joist Construction

Not used.

3.3.8 Tolerances for Form Construction

a. Construct formwork so concrete surfaces conform to tolerances in

ACI 117.

SECTION 03 30 00 Page 28

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.

3.3.9 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.

3.3.10 Strength of Concrete Required for Removal of Formwork

Not used.

3.4 WATERSTOP INSTALLATION AND SPLICES

Not used.

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

a. Unless otherwise specified, placing reinforcement and miscellaneous materials must be in accordance to ACI 301. Provide bars, welded wire reinforcement, wire ties, supports, and other devices necessary to install and secure reinforcement.

b. Reinforcement must not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has been reduced. Remove loose rust prior to placing steel. Tack welding is prohibited.

c. Nonprestressed cast-in-place concrete members must have concrete cover for reinforcement given in the following table:

Concrete Exposure

Member Reinforcement Specified cover, mm in.

SECTION 03 30 00 Page 29

Cast against and permanently in contact with ground

All All 75 3

Exposed to weather or in contact with ground

All No. 19 6 through No. 57 18 bars

50 2

No. 16 5 bar, MW200 W31 or MD200 D31 wire, and smaller

40 1-1/2

Not exposed to weather or in contact with ground

Slabs, joists, and walls

No. 43 14 and No. 57 18 bars

40 1-1/2

No. 36 11 bar and smaller

20 3/4

Beams, columns, pedestals, and tension ties

Primary reinforcement, stirrups, ties, spirals, and hoops

40 1-1/2

d. Cast-in-place prestressed concrete members must have concrete cover for reinforcement, ducts, and end fittings given in the following table:

Concrete Member Reinforcement Specified

Cast against and permanently in contact with ground

All All 75 3

Exposed to weather or in contact with ground

Slabs, joists, and walls All 25 1

All other All 40 1-1/2

Concrete Member Reinforcement Specified

SECTION 03 30 00 Page 30

Not exposed to weather or in contact with ground

Slabs, joists, and walls All 20 3/4

Beams, columns, and tension ties

Primary reinforcement

40 1-1/2

Stirrups, ties, spirals, and hoops

25 1

e. Precast nonprestressed or prestressed concrete members manufactured under plant conditions must have concrete cover for reinforcement, ducts, and end fittings given in the following table:

SECTION 03 30 00 Page 31

Exposure

Member Reinforcement Specified cover, mm in.

Exposed to weather or in contact with ground

Walls No. 43 14 and No. 57 18 bars; tendons larger than 40 mm 1-1/2 in. diameter

40 1-1/2

No. 36 11 bars and smaller; MW200 W31 and MD200 D31 wire, and smaller; tendons and strands 40 mm 1- 1/2 in.

20 3/4

All other No. 43 14 and No. 57 18 bars; tendons larger than 40 mm 1- 1/2 in.

50 2

No. 19 6 through No.

36 11 bars; tendons and strands larger than 16 mm 5/8 in.

diameter through 40 mm 1-1/2 in.

40 1-1/2

SECTION 03 30 00 Page 32

No. 16 5 bar, MW200 W31 or MD200 D31 wire, and smaller;

tendons and strands 16 mm 5/8 in.

diameter and smaller

30 1-1/4

Concrete Exposure

Member Reinforcement Specified cover, mm in.

Not exposed to weather or in contact with ground

Slabs, joists, and walls

No. 43 14 and No. 57 18 bars; tendons larger than 40 mm 1- 1/2 in. diameter

30 1-1/4

Tendons and strands 40 mm 1-1/2 in.

diameter and smaller

20 3/4

No. 36 11 bar, MW200 W31 or MD200 D31

16 5/8

Beams, columns, pedestals, and tension ties

Primary reinforcement Greater of bar diameter and 16 5/8 and need not exceed 40 1-1/2

SECTION 03 30 00 Page 33

Stirrups, ties, spirals, and hoops

10 3/8

3.5.1 General

Provide details of reinforcement that are in accordance with the Contract Documents.

3.5.2 Vapor Retarder and Vapor Barrier

a. Install in accordance with ASTM E1643. Provide beneath the on-grade concrete floor slab. Use the greatest widths and lengths practicable to eliminate joints wherever possible. Lap joints a minimum of 300 mm 12 inches and tape.

b. Remove torn, punctured, or damaged vapor retarder and vapor barrier material and provide with new vapor retarder and vapor barrier prior to placing concrete. Concrete placement must not damage vapor retarder and vapor barrier material

3.5.3 Perimeter Insulation

Not used.

3.5.4 Reinforcement Supports

Provide reinforcement support in accordance with CRSI RB4.1 and ACI 301 Section 3 requirements. Supports for coated or galvanized bars must also be coated with electrically compatible material for a distance of at least 50 mm 2 inches beyond the point of contact with the bars.

3.5.6 Splicing

3.5.7 Future Bonding

Not used.

3.5.8 Setting Miscellaneous Material

Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement and support against displacement. Plumb anchor bolts and check location and elevation.

SECTION 03 30 00 Page 34

Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

3.5.9 Fabrication

Shop fabricate reinforcing bars to conform to shapes and dimensions indicated for reinforcement, and as follows:

a. Provide fabrication tolerances that are in accordance with ACI 117.

b. Provide hooks and bends that are in accordance with the Contract Documents.

Reinforcement must be bent cold to shapes as indicated. Bending must be done in the shop. Rebending of a reinforcing bar that has been bent incorrectly is not be permitted. Bending must be in accordance with standard approved practice and by approved machine methods.

Deliver reinforcing bars bundled,…