UFGS 03 30 00 - Cast-In-Place Concrete.pdf

USACE / NAVFAC / AFCEC / NASA UFGS-03 30 00 (May 2014) Change 1 - 02/15 Preparing Activity: NAVFAC Superseding UFGS-03 30 00 (November 2011)

UNIFIED FACILITIES GUIDE SPECIFICATION

References are in agreement with UMRL dated April 2017

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

05/14

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 Material Safety Data Sheets

1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

1.6.4.2 Ground Granulated Blast-Furnace Slag

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

SECTION 03 30 00 Page 1

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

1.8.2 Forest Stewardship Council (FSC) Certification

1.9 QUALIFICATIONS FOR WELDING WORK

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

2.1.1 Wood Forms

2.1.1.1 Concrete Form Plywood (Standard Rough)

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

2.1.2 Plastic Forms

2.1.3 Carton Forms

2.1.4 Steel Forms

2.2 FORM TIES AND ACCESSORIES

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

2.2.1.2 Rubber Waterstop

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.2.1.4 Hydrophilic Waterstop

2.2.2 Dovetail Anchor Slot

2.2.3 Perimeter Insulation

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor's Option for Material Only

2.3.2 Contractor-Furnished Mix Design

2.3.2.1 Footings

2.3.2.2 Foundation Walls

2.3.2.3 Slab-on-Grade

2.3.2.4 Suspended Slabs

2.3.2.5 Concrete Toppings

2.3.2.6 Building Frame Members

2.3.2.7 Building Walls

2.3.2.8 Mix Proportions for Normal Weight Concrete

2.3.2.9 Lightweight Concrete Proportion

2.3.2.10 Required Average Strength of Mix Design

2.3.3 Ready-Mix Concrete

2.3.4 Concrete Curing Materials

2.4 MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Fly Ash

2.4.1.2 Raw or Calcined Natural Pozzolan

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.4.1.4 Ground Granulated Blast-Furnace Slag

2.4.1.5 Silica Fume

2.4.1.6 Portland Cement

2.4.1.7 Blended Cements

2.4.2 Water

2.4.3 Aggregates

2.4.3.1 Aggregates/Combined Aggregate Gradation (Floor Slabs Only)

2.4.3.2 Aggregates for Lightweight Concrete

2.4.3.3 Recycled Aggregate Materials

2.4.4 Nonshrink Grout

2.4.5 Admixtures

2.4.5.1 Air-Entraining

SECTION 03 30 00 Page 2

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

2.4.6 Vapor Retarder [and Vapor Barrier]

2.4.7 Expansion/Contraction Joint Filler

2.4.8 Joint Sealants

2.4.8.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.8.2 Vertical Surfaces Greater Than 3 Percent Slope

2.4.8.3 Preformed Polychloroprene Elastomeric Type

2.4.8.4 Lubricant for Preformed Compression Seals

2.4.9 Biodegradable Form Release Agent

2.5 REINFORCEMENT

2.5.1 Reinforcing Bars

2.5.1.1 Galvanized Reinforcing Bars

2.5.1.2 Weldable Reinforcing Bars

2.5.1.3 Epoxy-Coated Reinforcing Bars

2.5.1.4 Stainless Steel Reinforcing Bars

2.5.2 Mechanical Reinforcing Bar Connectors

2.5.3 Wire

2.5.3.1 Welded Wire Reinforcement

2.5.3.2 Steel Wire

2.5.4 Reinforcing Bar Supports

2.5.5 Fiber-Reinforced Concrete

2.5.6 Dowels for Load Transfer in Floors

2.6 FLOOR FINISH MATERIALS

2.6.1 Liquid Chemical Floor Hardener

2.6.2 Abrasive Aggregate for Nonslip Aggregate Finish

2.6.3 Dry Materials for Colored Wear-Resistant Finish

2.6.4 Aggregate for Heavy-Duty Wear-Resistant Finish

2.6.5 Aggregate for Heavy-Duty Floor Topping

PART 3 EXECUTION

3.1 EXAMINATION

3.2 PREPARATION

3.2.1 General

3.2.2 Subgrade Under Foundations and Footings

3.2.3 Subgrade Under Slabs on Ground

3.2.4 Edge Forms and Screed Strips for Slabs

3.2.5 Reinforcement and Other Embedded Items

3.3 FORMS

3.3.1 Coating

3.3.2 Reshoring

3.3.3 Reuse

3.3.4 Forms for Standard Rough Form Finish

3.3.5 Forms for Standard Smooth Form Finish

3.3.6 Form Ties

3.3.7 Forms for Concrete Pan Joist Construction

3.3.8 Tolerances for Form Construction

3.3.9 Removal of Forms and Supports

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

SECTION 03 30 00 Page 3

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 Finish

3.9.4 [Smooth-Rubbed][Grout-Cleaned Rubbed][Cork-Floated][Exposed

Aggregate] Finish

3.10 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

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[ and Gutters]

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

SECTION 03 30 00 Page 4

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

3.12.2 Heavy-Duty Floor Topping

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

3.14.2.4 Air Content

3.14.2.5 Unit Weight of Structural Concrete

3.14.2.6 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 Page 5

USACE / NAVFAC / AFCEC / NASA UFGS-03 30 00 (May 2014) Change 1 - 02/15 Preparing Activity: NAVFAC Superseding UFGS-03 30 00 (November 2011)

UNIFIED FACILITIES GUIDE SPECIFICATION

References are in agreement with UMRL dated April 2017

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

05/14

NOTE: This guide specification covers the requirements for cast-in-place concrete not exposed to a marine or high chloride environment. For concrete exposed to a marine or high chloride environment, use Section 03 31 29 MARINE CONCRETE.

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

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

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

NOTE: Show the following information on the project drawings:

1. Loading assumptions.

2. Assumed temperature range when temperature stresses are a factor in design.

3. Material strengths used in design for each element, f'c.

4. Yield strength of reinforcement required 414 MPa 60,000 psi or other grades available.

5. Details of concrete sections, showing

SECTION 03 30 00 Page 6 dimensions, reinforcement cover, and required camber.

6. Locations where structural lightweight concrete or lightweight insulation or fill concrete are used.

7. Details which require a depressed structural slab for static-disseminating and spark-resistant tile, terrazzo, or other floor finishes in order to provide finished surfaces at the same elevations.

8. Indicate the locations in the finished structure, when exposed concrete surfaces are specified. Indicate the type and location, if other than cast finish is required.

PART 1 GENERAL

1.1 REFERENCES

NOTE: This paragraph is used to list the publications cited in the text of the guide specification. The publications are referred to in the text by basic designation only and listed in this paragraph by organization, designation, date, and title.

Use the Reference Wizard's Check Reference feature when you add a Reference Identifier (RID) outside of the Section's Reference Article to automatically place the reference in the Reference Article. Also use the Reference Wizard's Check Reference feature to update the issue dates.

References not used in the text will automatically be deleted from this section of the project specification when you choose to reconcile references in the publish print process.

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (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 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 211.2 (1998; R 2004) Standard Practice for

SECTION 03 30 00 Page 7

Selecting Proportions for Structural Lightweight Concrete

ACI 213R (2014) 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 (1996; R 2008) Placing Concrete by Pumping Methods

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

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 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016) Building Code Requirements for Structural Concrete and Commentary

ACI 347 (2004; Errata 2008; Errata 2012) Guide to Formwork for Concrete

ACI SP-15 (2011) Field Reference Manual: Standard Specifications for Structural Concrete ACI 301-05 with Selected ACI References

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

ACI SP-66 (2004) ACI Detailing Manual

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 A1064/A1064M (2016b) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

SECTION 03 30 00 Page 8

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A53/A53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete 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 A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM A955/A955M (2016) Standard Specification for Deformed and Plain Stainless-Steel Bars for Concrete Reinforcement

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

ASTM C1017/C1017M (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1077 (2016) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C1107/C1107M (2014a) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1116/C1116M (2010a; R 2015) Standard Specification for Fiber-Reinforced Concrete

ASTM C1157/C1157M (2011) Standard Specification for Hydraulic Cement

ASTM C1218/C1218M (1999; R 2008) Standard Specification for Water-Soluble Chloride in Mortar and Concrete

ASTM C1240 (2014) Standard Specification for Silica

SECTION 03 30 00 Page 9

Fume Used in Cementitious Mixtures

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C138/C138M (2016a) 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 (2016; E 2016) Standard Specification for Portland Cement

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 (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C172/C172M (2014a) 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 C192/C192M (2016a) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2014) 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 C295/C295M (2012) Petrographic Examination of Aggregates for Concrete

ASTM C31/C31M (2015a; E 2016) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C311/C311M (2013) Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

ASTM C330/C330M (2014) Standard Specification for Lightweight Aggregates for Structural

SECTION 03 30 00 Page 10

Concrete

ASTM C39/C39M (2016b) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C42/C42M (2013) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2016) Standard Specification for Chemical Admixtures for Concrete

ASTM C552 (2016a) Standard Specification for Cellular Glass Thermal Insulation

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

ASTM C578 (2016) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

ASTM C591 (2016) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

ASTM C595/C595M (2016) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2012a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C78/C78M (2016) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C920 (2014a) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2016a) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2014) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D2628 (1991; R 2011) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

SECTION 03 30 00 Page 11

ASTM D2835 (1989; R 2012) Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

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

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

ASTM E1155 (2014) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

ASTM E1643 (2011) 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 (2011) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

ASTM E1993/E1993M (1998; R 2013; E 2013) Standard Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs

ASTM E329 (2014a) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

ASTM E96/E96M (2016) Standard Test Methods for Water Vapor Transmission of Materials

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

FOREST STEWARDSHIP COUNCIL (FSC)

FSC STD 01 001 (2000) Principles and Criteria for Forest Stewardship

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

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

SECTION 03 30 00 Page 12

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, ground granulated blast-furnace slag, 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, ]granulated blast-furnace slag, 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

SECTION 03 30 00 Page 13 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

NOTE: Submittals must be limited to those necessary for adequate quality control. The importance of an item in the project should be one of the primary factors in determining if a submittal for the item should be required.

A "G" following a submittal item indicates that the submittal requires Government approval. Some submittals are already marked with a "G". Only delete an existing "G" if the submittal item is not complex and can be reviewed through the Contractor’s QC system. Only add a "G" if the submittal is sufficiently important or complex in context of the project.

For submittals requiring Government approval on Army projects, a code of up to three characters within the submittal tags may be used following the "G" designation to indicate the approving authority.

Codes for Army projects using the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO" for District Office (Engineering Division or other organization in the District Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project Office. Codes following the "G" typically are not used for Navy, Air Force and NASA projects.

Use the "S" classification only in SD-11 Closeout Submittals. The "S" following a submittal item indicates that the submittal is required for the Sustainability eNotebook to fulfill federally mandated sustainable requirements in accordance with

01 33 29 SUSTAINABILITY REPORTING.

Choose the first bracketed item for Navy, Air Force and NASA projects, or choose the second bracketed item for Army projects.

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

submittals not having a "G" designation are [for Contractor Quality Control

SECTION 03 30 00 Page 14 approval.][for information only. 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 to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

Quality Control Plan; G [, [_____]]

Quality Control Personnel Certifications; G [, [_____]]

Quality Control Organizational Chart

Laboratory Accreditation; G [, [_____]]

Form Removal Schedule; G [, [_____]]

SD-02 Shop Drawings

NOTE: Shop drawings for formwork may be required for unusually complicated structures, for structures whose designs were predicted on a particular method of construction, for structures in which the forms impart a desired architectural finish, for folded plates, for thin shells, and for long-span roof structures if required.

[ Formwork

] Reinforcing Steel; G [, [_____]]

SD-03 Product Data

Joint Sealants; ( LEED NC)

Joint Filler; ( LEED NC)

Materials for Forms

Recycled Aggregate Materials; ( LEED NC)

Cementitious Materials; ( LEED NC)

Vapor Retarder [and Vapor Barrier]

Concrete Curing Materials

Reinforcement; ( LEED NC)

Liquid Chemical Floor Hardener

Admixtures

SECTION 03 30 00 Page 15

[ Synthetic Reinforcing Fibers

] Mechanical Reinforcing Bar Connectors

Waterstops

[ Local/Regional Materials; ( LEED NC)

][ Biodegradable Form Release Agent

NOTE: Include following submittals when job complexity justifies the additional cost associated with these requirements.

[ Pumping Concrete

][ Finishing Plan

] SD-04 Samples

NOTE: Where flat surface finishing is important ask for a sample installation to train the crew.

[ Slab Finish Sample

][ Surface Finish Sample

] SD-05 Design Data

Concrete Mix Design; G [, [_____]]

NOTE: Formwork design calculations only need to be submitted for large complex projects.

[ Formwork Calculations

] SD-06 Test Reports

Concrete Mix Design; G [, [_____]]

Fly Ash

Pozzolan

Ground Granulated Blast-Furnace Slag

Aggregates

[ Fiber-Reinforced Concrete; G [, [_____]]

][ Tolerance Report

] Compressive Strength Tests; G [, [_____]]

SECTION 03 30 00 Page 16

[ Unit Weight of Structural Concrete

][ Ion Concentration

NOTE: Require air content test results to be submitted when the air percentage is critical to slab finishes such as shake or hardener finishes and the total air content must NOT EXCEED a certain percentage.

Air content should be tested for minimum air entrainment in freeze/thaw areas.

[ Air Content

] Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

NOTE: Include following submittals when job complexity justifies the additional cost associated with these requirements.

[ Silica Fume Manufacturer's Representative

][ VOC Content for Form Release Agents, Curing Compounds, and Concrete Penetrating Sealers

] Material Safety Data Sheets

Forest Stewardship Council (FSC) Certification

Field Testing Technician and Testing Agency

SD-08 Manufacturer's Instructions

Liquid Chemical Floor Hardener

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

SECTION 03 30 00 Page 17

1.5 DELIVERY, STORAGE, AND HANDLING

NOTE: Materials which are woven, fibrous, or porous in nature have a high capacity to adsorb VOC emissions; for instance, acoustical ceilings, carpet, textiles, and unprimed gypsum wall board.

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, including [_____]. 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.

[ 1.5.1.1 Epoxy Coated Reinforcing Steel

Record coating lot on each shipping notice and carefully identify and re-tag bar bundles from bending plant. Provide systems for handling coated bars which have padded contact areas such as, nylon slings, all free of dirt and grit. Lift bundled coated bars with strong back, multiple supports, or platform bridge to prevent sagging and abrasion. Pad bundling bands where in contact with bars. Do not drop or drag bars or bundles.

Store coated bars both in shop and in field, aboveground, on wooden or padded cribbing. Space the dunnage close enough to prevent excessive sags. Stack large quantities of straight bars with adequate protective blocking between layers. Schedule deliveries of epoxy coated bars to the job site to avoid the need for long term storage. Protect from direct sunlight and weather. Cover bars to be stored longer than 12 hours at the job site with opaque polyethylene sheeting or other suitable equivalent protective material.

] 1.6 QUALITY ASSURANCE

1.6.1 Design Data

[ 1.6.1.1 Formwork Calculations

ACI 347 . Include design calculations indicating arrangement of forms, sizes and grades of supports (lumber), panels, and related components.

Furnish drawings and calculations of shoring and re-shoring methods proposed for floor and roof slabs, spandrel beams, and other horizontal concrete members. Calculations must indicate concrete pressure with both live and dead loads, along with material types.

] 1.6.1.2 Concrete Mix Design

NOTE: Silica Fume may only be used for OCONUS projects where Class F fly ash and GGBF slag are not

SECTION 03 30 00 Page 18 available, after approval by the Contracting Officer. Guidance for use of silica fume should be sought from the agency's Subject Matter Expert in Concrete Materials.

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, complementary cementitious materials, [polypropylene fibers], and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes. For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.6.2 Shop Drawings

[ 1.6.2.1 Formwork

Drawings showing details of formwork including, but not limited to; joints, supports, studding and shoring, and sequence of form and shoring removal.

Indicate placement schedule, construction, location and method of forming control joints. Include locations of inserts, conduit, sleeves and other embedded items. Reproductions of contract drawings are unacceptable.

Submit form removal schedule indicating element and minimum length of time for form removal.

Design, fabricate, erect, support, brace, and maintain formwork so that it is capable of supporting without failure all vertical and lateral loads that may reasonably be anticipated to be applied to the formwork.

] 1.6.2.2 Reinforcing Steel

ACI SP-66 . Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Reproductions of contract drawings are unacceptable.

[ 1.6.3 Control Submittals

[ 1.6.3.1 Concrete Curing Plan

Submit proposed materials, methods and duration for curing concrete

SECTION 03 30 00 Page 19 elements in accordance with ACI 308.1 .

][ 1.6.3.2 Pumping Concrete

Submit proposed materials and methods for pumping concrete. Submittal must include mix designs, pumping equipment including type of pump and size and material for pipe, and maximum length and height concrete is to be pumped.

][ 1.6.3.3 Silica Fume Manufacturer's Representative

NOTE: A pre-construction meeting with the concrete supplier, contractor, finisher, admixture supplier, and Contracting Officer should be required for projects which require silica fume, corrosion inhibitors, or high-range water reducers (superplasticizers). An initial sample pour with the proposed concrete mix and methods of placing, finishing and curing may be beneficial to ensure concrete quality.

The manufacturer's representative must be present at mix plant to ensure proper mix, including high range water reducer, and batching methods during the first 3 [_____]days of concrete mix preparation and placement. After which the manufacturer's representative must designate a representative at the concrete producer's plant to ensure the concrete mix procedures meet the silica fume manufacturer's recommendations. [Representative to attend and advise at finishing of sample slab.]

][ 1.6.3.4 Finishing Plan

NOTE: Include when finishing or special flatness are critical.

Submit proposed material and procedures to be used in obtaining the finish for the [_____] floors. Include qualification of person to be used for obtaining floor tolerance measurement, description of measuring equipment to be used, and a sketch showing lines and locations the measuring equipment will follow.

][ 1.6.3.5 VOC Content for form release agents, curing compounds, and concrete penetrating sealers

Submit certification for the form release agent, curing compounds, and concrete penetrating sealers that indicate the VOC content of each product.

] 1.6.3.6 Material Safety Data Sheets

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

SECTION 03 30 00 Page 20

] 1.6.4 Test Reports

1.6.4.1 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C618 for fly ash and pozzolan.

Submit test results performed within 6 months of submittal date.

1.6.4.2 Ground Granulated Blast-Furnace Slag

Submit test results in accordance with ASTM C989/C989M for ground granulated blast-furnace slag. Submit test results performed within 6 months of submittal date.

[ 1.6.4.3 Aggregates

NOTE: Require aggregate quality testing on large concrete projects, where concrete is exposed to moist conditions, or the quality of the aggregates is questionable.

ASTM C1260 for potential alkali-silica reactions, ASTM C295/C295M for petrographic analysis.

][ 1.6.4.4 Fiber-Reinforced Concrete

Test to determine flexural toughness index I5 in accordance with

ASTM C1116/C1116M .

] 1.6.5 Field Samples

[ 1.6.5.1 Slab Finish Sample

Install minimum of 3000 mm by 3000 mm 10 foot by 10 foot slab. Slab finish sample must not be part of the final project. Finish as required by specification. [Silica fume manufacturer's representative must attend and advise.]

] 1.6.5.2 Surface Finish Samples

NOTE: Include when either job complexity or aesthetics justify the additional cost associated with these requirements.

Provide a minimum of three sample concrete panels for each finish for each mix design, one m by one m, 75 mm 3 feet by 3 feet, 3 inches thick. Use the approved concrete mix design(s). Provide sample panels on-site at locations directed. Once approved, each set of panels must be representative of each of the finishes specified and of the workmanship and finish(es) required. Do not remove or destroy samples until directed by the Contracting Officer.

1.6.6 Quality Control Plan

NOTE: The objective of the concrete quality control

SECTION 03 30 00 Page 21 program is for the Contractor to outline the procedures that will be used to construct a structure that will obtain the design service life.

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.

1.6.7 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.

1.6.7.1 Quality Manager Qualifications

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

1.6.7.2 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 concrete.

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 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.

SECTION 03 30 00 Page 22

1.6.8 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.

1.6.9 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:

NOTE: Use second set of brackets for OCONUS projects to specify alternate licensinc requirement where a registered U.S. professional would not be feasible.

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 ENVIRONMENTAL REQUIREMENTS

NOTE: In some regions, designer must choose the most appropriate option(s) for ventilation. For instance, high-humidity regions may generate too much condensate when using 100 percent outside air.

Provide space ventilation according to manufacturer recommendations, at a minimum, during and following installation of concrete curing compound and sealer. Maintain one of the following ventilation conditions during the curing period or for 72 hours after installation:

a. Supply 100 percent outside air 24 hours a day.

b. Supply airflow at a rate of 6 air changes per hour, when outside temperatures are between 13 degrees C 55 degrees F and 29 degrees C 84 degrees F and humidity is between 30 percent and 60 percent.

SECTION 03 30 00 Page 23

c. Supply airflow at a rate of 1.5 air changes per hour, when outside air conditions are not within the range stipulated above.

1.7.1 Submittals for Environmental Performance

a. Provide data indication the percentage of post-industrial pozzolan (fly ash, blast furnace slag) cement substitution as a percentage of the full product composite by weight.

b. Provide data indicating the percentage of post-industrial and post-consumer recycled content aggregate.

c. Provide product data indicating the percentage of post-consumer recycled steel content in each type of steel reinforcement as a percentage of the full product composite by weight.

d. Provide product data stating the location where all products were manufactured

e. For projects using FSC certified formwork, provide chain-of-custody documentation for all certified wood products.

f. For projects using reusable formwork, provide data showing how formwork is reused.

g. Provide MSDS product information data showing that form release agents meet any environmental performance goals such as using vegetable and soy based products.

h. Provide MSDS product information data showing that concrete adhesives meet any environmental performance goals including low emitting, low volatile organic compound products.

1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.8.1 Local/Regional Materials

NOTE: Using local materials can help minimize transportation impacts, including fossil fuel consumption, air pollution, and labor. Using materials harvested and manufactured within a 500 mile radius from the project site contributes to the following LEED credit: MR5. Coordinate with Section 01 33 29 LEED(tm) DOCUMENTATION. Use second option if Contractor is choosing local materials in accordance with Section 01 33 29 LEED(tm) DOCUMENTATION. Use second option for USACE projects. Army projects must include option only if pursuing this LEED credit.

[ Use materials or products extracted, harvested, or recovered, as well as manufactured, within a [805][_____] kilometer [500][_____] mile radius from the project site, if available from a minimum of three sources.][See Section 01 33 29 LEED(tm) DOCUMENTATION for cumulative total local material requirements. Concrete materials may be locally available.] [Submit documentation indicating distance between manufacturing facility and the project site. Indicate distance of raw material origin from the project

SECTION 03 30 00 Page 24 site. Indicate relative dollar value of local/regional materials to total dollar value of products included in project.

] 1.8.2 Forest Stewardship Council (FSC) Certification

Use FSC-certified wood where specified. Provide letter of certification signed by lumber supplier. Indicate compliance with FSC STD 01 001 and identify certifying organization. Submit FSC certification numbers;

identify each certified product on a line-item basis. Submit copies of invoices bearing the FSC certification numbers.

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 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

NOTE: Designer must verify that products meeting the indicated minimum recycled content are available, preferably from at least three sources, to ensure adequate competition. If not, write in suitable recycled content values that reflect availability and competition.

2.1 MATERIALS FOR FORMS

Provide wood, plywood, plastic, carton, or steel. Use plywood or steel forms where a smooth form finish is required.

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.[ Submit data verifying that composite wood products contain no urea formaldehyde resins.][ Virgin wood used must be FSC-certified.]

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. Provide

SECTION 03 30 00 Page 25 plastic forms that contain a minimum of [50][100] percent post-consumer recycled content, or a minimum of [50][100] percent post-industrial recycled content.

2.1.3 Carton Forms

Moisture resistant treated paper faces, biodegradable, structurally sufficient to support weight of wet concrete until initial set. Provide carton forms that contain a minimum of [5][10][_____] percent post-consumer recycled content, or a minimum of [20][40][_____] percent post-industrial recycled content.

2.1.4 Steel Forms

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

2.2 FORM TIES AND ACCESSORIES

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 50 mm 2 inches from the exposed surface. Do not use wire alone. Form ties and accessories must not reduce the effective cover of the reinforcement.

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

Polyvinylchloride waterstops must conform to COE CRD-C 572 .

2.2.1.2 Rubber Waterstop

Rubber waterstops must conform to COE CRD-C 513 .

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops must conform to ASTM D471.

2.2.1.4 Hydrophilic Waterstop

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water must conform to ASTM D412 as follows:

Tensile strength 2.9 MPa 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.

2.2.2 Dovetail Anchor Slot

Preformed metal slot approximately 25 mm by 25 mm 1 inch by 1 inch of not less than 22 gage galvanized steel cast in concrete. Coordinate actual size and throat opening with dovetail anchors and provide with removable filler material.

2.2.3 Perimeter Insulation

NOTE: Show required K-value on the drawings.

SECTION 03 30 00 Page 26

Perimeter insulation must be polystyrene conforming to ASTM C578, Type II;

polyurethane conforming to ASTM C591, Type II; or cellular glass conforming to ASTM C552, Type I or IV. Comply with EPA requirements in accordance with Section 01 33 29 SUSTAINABILITY REPORTING.

2.3 CONCRETE MIX DESIGN

[ 2.3.1 Contractor's Option for Material Only

NOTE: Fill in appropriate state and title of referenced specification where work is to be accomplished. If a special class of aggregate and a choice of other materials exists in the state specification, specify that class of aggregate and choice of material. Fill in applicable strength class or other appropriate identification of concrete strength specified in state Department of Transportation specifications. Do not use for NAVFAC LANT projects.

At the option of the Contractor, those applicable material sections of [_____] DOT RBS for Class [A] [_____] strength concrete must govern in lieu of this specification for concrete. Do not change the selected option during the course of the work.

] 2.3.2 Contractor-Furnished Mix Design

NOTE: Refer to ACI 318 Chapter 4 for guidance on the minimum f’c, maximum water-cementitious material ratio, and air content based on the exposure class and nominal maximum aggregate size.

ACI 211.1 , ACI 301 , and ACI 318 [and ACI 211.2 ] ACI 304.2R [and] [ ACI 213R ] except as otherwise specified. Indicate the compressive strength (f'c) of the concrete for each portion of the structure(s) as specified below.

Where faster set time is required, use Type III cement before using calcium chloride with approval from the contracting officer.

NOTE: Typically concrete strength is specified at 28 days; however, the Contracting Officer and Engineer of Record are encouraged to consider specifying strength at 56 or 90 days for structures that may take a year or more to complete. Doing so will better allow the Contractor to develop and place concrete mixtures with less portland cement.

Excessive use of cement leads to more cracks and shorter-lived structures.