Attachment_14_UFGS_03_30_00_-_CAST-IN-PLACE_CONCRETE.pdf

SECTION 03 30 00 Page 1

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

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

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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

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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

2.4.10 Materials for Curing Concrete

2.4.10.1 Liquid Membrane-Forming Compound

2.4.11 Epoxy Bonding Compound

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

SECTION 03 30 00 Page 4

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 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

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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 6

CAST-IN-PLACE

CONCRETE

05/14

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 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 9001

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 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;

SECTION 03 30 00 Page 7

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

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

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

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ASTM A996/A996M (2016) Standard Specification for

Rail-Steel and Axle-Steel Deformed Bars for

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

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 (2015a) 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

SECTION 03 30 00 Page 9

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 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 (2015b) 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

SECTION 03 30 00 Page 10

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

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

ASTM D412 (2015a) 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

SECTION 03 30 00 Page 11

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

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

SECTION 03 30 00 Page 12 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, 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 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.

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

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

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

j. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work (vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

Quality Control Plan; G

SECTION 03 30 00 Page 13

Quality Control Personnel Certifications; G

Quality Control Organizational Chart

Laboratory Accreditation; G

Form Removal Schedule; G

SD-02 Shop Drawings

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

Synthetic Reinforcing Fibers

Mechanical Reinforcing Bar Connectors

Waterstops

Local/Regional Materials; (LEED NC)

Biodegradable Form Release Agent

Pumping Concrete

Finishing Plan

SD-04 Samples

Slab Finish Sample

Surface Finish Sample

SD-05 Design Data

Concrete Mix Design; G

SECTION 03 30 00 Page 14

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

Unit Weight of Structural Concrete

Ion Concentration

Air Content

Slump Tests

Water

SD-07 Certificates

Reinforcing Bars

Welder Qualifications

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 15

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.

1.5.1.1 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

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

SECTION 03 30 00 Page 16 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 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

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.

1.6.3.4 Finishing Plan

SECTION 03 30 00 Page 17

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.

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

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 10 foot by 10 foot slab. Slab finish sample must not be part of the final project. Finish as required by specification.

1.6.5.2 Surface Finish Samples

Provide a minimum of three sample concrete panels for each finish for each mix design, 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

Develop and submit for approval a concrete quality control program in

SECTION 03 30 00 Page 18 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.

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

SECTION 03 30 00 Page 19 the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

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

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

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by ASTM C31/C31M.

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

1.7 ENVIRONMENTAL REQUIREMENTS

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 55 degrees F and 84 degrees F and humidity is between 30 percent and 60 percent.

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

SECTION 03 30 00 Page 20 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

Use materials or products extracted, harvested, or recovered, as well as manufactured, within a 500 mile radius from the project site, if available from a minimum of three sources. Submit documentation indicating distance between manufacturing facility and the project site. Indicate distance of raw material origin from the project 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

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

Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects. Provide plywood that complies with NIST PS 1, B-B concrete form panels or better or AHA A135.4, hardboard for smooth form lining.

2.1.1.1 Concrete Form Plywood (Standard Rough)

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

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

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

2.1.2 Plastic Forms (not used)

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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 FORM TIES AND ACCESSORIES

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 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 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 70 degrees F must be 3 to 1 minimum.

2.2.2 Dovetail Anchor Slot

Preformed metal slot approximately 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

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.

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor's Option for Material Only (not used)

2.3.2 Contractor-Furnished Mix Design

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.

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

2.3.2.1 Footings

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: 4500 psi at 28 days.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 4 inches plus or minus 1 inch.

d. Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2 inch nominal maximum aggregate size.

e. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size.

2.3.2.2 Foundation Walls (not used)

2.3.2.3 Slab-on-Grade/curbs/sidewlaks/valley gutters/driveway aprons

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: 4500 psi at 28 days.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 4 inches plus or minus 1 inch.

d. Air Content: 5.5 percent, plus or minus 1.5 percent at point of delivery for 1-1/2 inch nominal maximum aggregate size.

e. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1 inch nominal maximum aggregate size.

f. Air Content: Do not allow air content of trowel-finished floors to exceed 3 percent.

g. Synthetic Micro-Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 1.0 lb/cu. yd.

h. Synthetic Macro-Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 4.0 lb/cu. yd.

2.3.2.4 Suspended Slabs (not used)

2.3.2.5 Concrete Toppings (not used)

2.3.2.6 Building Frame Members (not used)

2.3.2.7 Building Walls (bot used)

2.3.2.8 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens fabricated in accordance with ASTM C192/C192M and tested in accordance with ASTM C39/C39M.Samples of all

SECTION 03 30 00 Page 23 materials used in mixture proportioning studies must be representative of those proposed for use in the project and must be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Base trial mixtures having proportions, consistencies, and air content suitable for the work on methodology described in ACI 211.1.

In the trial mixture, use at least three different water-cementitious material ratios for each type of mixture, which must produce a range of strength encompassing those required for each class and type of concrete required on the project. The maximum water-cementitious material ratio allowed must be based on equivalent water-cementitious material ratio calculations as determined by the conversion from the weight ratio of water to cement plus pozzolan by weight equivalency method. Design laboratory trial mixture for maximum permitted slump and air content. Each combination of material proposed for use must have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture. Report the temperature of concrete in each trial batch.

For each water-cementitious material ratio, at least three test cylinders for each test age must be made and cured in accordance with ASTM C192/C192M and tested in accordance with ASTM C39/C39M for 7, 28, 90 days.

From these results, plot a curve showing the relationship between water-cementitious material ratio and strength for each set of trial mix studies. In addition, plot a curve showing the relationship between 7 and 28, 90 day strengths.

2.3.2.9 Lightweight Concrete Proportion

ACI 211.2, using weight method. Provide ASTM C330/C330M aggregates for concrete.

2.3.2.10 Required Average Strength of Mix Design

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

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

2.3.3 Ready-Mix Concrete

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

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

Type and brand cement

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

Amount and brand name of admixtures

Total water content expressed by water cementitious material ratio

2.3.4 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.

SECTION 03 30 00 Page 24

Submit manufactures instructions for placement of curing compound.

2.4 MATERIALS

2.4.1 Cementitious Materials

ASTM C150/C150M Portland ASTM C595/C595M Blended

Use

Type I Type IP or IS For general use in construction.

Type II Type IP(MS) Type IS(MS) or For general use in construction where concrete is exposed to moderate sulfate action or where moderate heat of hydration is required. ASTM C595/C595M (blended hydraulic cements): add the suffix MS or MH where either moderate sulfate resistance or moderate heat of hydration, respectively, is required.

Type IP is portland-pozzolan blended cement and Type IS is portland-blast furnace slag cement.

Type IP(MH) Type IS(MH) or For general use in construction where Concrete is exposed to moderate heat of hydration.

Type III None. For use when high early strength is required. Confer with the agency's Subject Matter Expert in Concrete Materials before specifying Type III cement.

ASTM C150/C150M Portland ASTM C595/C595M Blended

Use

Type V None. For use when high sulfate resistance is required.

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

2.4.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 15 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

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2.4.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) must conform to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age must be at least 95 percent of the control specimens.

b. The average particle size must not exceed 6 microns.

c. The sum of SiO2 + Al2O3 + Fe2O3 must be greater than 77 percent.

2.4.1.4 Ground Granulated Blast-Furnace Slag

ASTM C989/C989M, Grade 100. Slag content must be a minimum of 25 percent by weight of cementitious material.

2.4.1.5 Silica Fume (not used)

2.4.1.6 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I,II, III with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent.

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

For portland cement manufactured in a kiln fueled by hazardous waste, maintain a record of source for each batch. Supplier must certify that no hazardous waste is used in the fuel mix or raw materials.

2.4.1.7 Blended Cements

Blended cement must conform to ASTM C595/C595M and ASTM C1157/C1157M, Type IP or IS, including the optional requirement for mortar expansion and sulfate soundness and consist of a mixture of ASTM C150/C150M Type I, or Type II cement and a complementary cementing material. The slag added to the Type IS blend must be ASTM C989/C989M ground granulated blast-furnace slag. The pozzolan added to the Type IP blend must be ASTM C618 Class F and must be interground with the cement clinker. The manufacturer must state in writing that the amount of pozzolan in the finished cement will not vary more than plus or minus 5 mass percent of the finished cement from lot-to-lot or within a lot. The percentage and type of mineral admixture used in the blend must not change from that submitted for the aggregate evaluation and mixture proportioning.

2.4.2 Water

Water must comply with the requirements of ASTM C1602/C1602M. Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious

SECTION 03 30 00 Page 26 amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete. Submit test report showing water complies with ASTM C1602/C1602M.

2.4.3 Aggregates

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

Fine and coarse aggregates must show expansions less than 0.08 percent at 28 days after casting when testing in accordance with ASTM C1260. Should the test data indicate an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1567 using the Contractor's proposed mix design. In this case, include the mix design low alkali portland cement and one of the following supplementary cementitious materials:

1. GGBF slag at a minimum of 40 percent of total cementitious

2. Fly ash or natural pozzolan at a minimum of total cementitious of

a. 30 percent if (SiO2 plus Al2O3 plus Fe2O3) is 65 percent or more,

b. 25 percent if (SiO2 plus Al2O3 plus Fe2O3) is 70 percent or more,

c. 20 percent if (SiO2 plus Al2O3 plus Fe2O3) is 80 percent or more,

d. 15 percent if (SiO2 plus Al2O3 plus Fe2O3) is 90 percent or more.

3. Silica fume at a minimum of 7 percent of total cementitious(not used)

If a combination of these materials is chosen, the minimum amount must be a linear combination of the minimum amounts above. Include these materials in sufficient proportion to show less than 0.08 percent expansion at 28 days after casting when tested in accordance…