UFGS 03 30 00.00 10 - Cast in Place Concrete.pdf

USACE / NAVFAC / AFCEC / NASA UFGS-03 30 00.00 10 (May 2014) Change 1 - 02/15 Preparing Activity: USACE Superseding UFGS-03 31 00.00 10 (November 2010)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated January 2016

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurement

1.1.2 Payment

1.2 LUMP SUM CONTRACT

1.3 REFERENCES

1.4 Definitions

1.4.1 Cementitious Material

1.4.2 Chemical Admixtures

1.4.3 Complementary Cementing Materials (CCM)

1.4.4 Design Strength (f'c)

1.4.5 Mass Concrete

1.4.6 Mixture Proportioning

1.4.7 Mixture Proportions

1.4.8 Pozzolan

1.4.9 Workability or Consistency

1.5 SUBMITTALS

1.6 QUALITY ASSURANCE

1.6.1 Laboratory Accreditation

1.6.1.1 Aggregate Testing and Mix Proportioning

1.6.1.2 Acceptance Testing

1.6.1.3 Contractor Quality Control

1.6.2 Quality Control Plan

1.6.3 Pre-installation Meeting

1.6.4 Special Properties and Products

1.6.5 Technical Service for Specialized Concrete

1.6.6 Government Assurance Inspection and Testing

1.6.6.1 Materials

1.6.6.2 Fresh Concrete

1.6.6.3 Hardened Concrete

1.6.6.4 Inspection

1.7 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

SECTION 03 30 00.00 10 Page 1

2.1 SYSTEM DESCRIPTION

2.1.1 Proportioning Studies-Normal Weight Concrete

2.1.2 Proportioning Studies-Lightweight Aggregate Structural Conc

2.1.3 Average Compressive Strength

2.1.4 Computations from Test Records

2.1.5 Mix Design for Bonded Topping for Heavy Duty Floors

2.1.6 Tolerances

2.1.7 Floor Finish

2.1.8 Strength Requirements

2.1.8.1 Evaluation of Concrete Compressive Strength

2.1.8.2 Investigation of Low-Strength Compressive Test Results

2.1.8.3 Load Tests

2.1.9 Water-Cementitious Material Ratio

2.1.10 Air Entrainment

2.1.11 Slump

2.1.12 Concrete Temperature

2.1.13 Size of Coarse Aggregate

2.1.14 Lightweight Aggregate Structural Concrete

2.2 CEMENTITIOUS MATERIALS

2.2.1 Portland Cement

2.2.2 High-Early-Strength Portland Cement

2.2.3 Blended Cements

2.2.4 Fly Ash

2.2.5 Raw or Calcined Natural Pozzolan

2.2.6 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.2.7 Ground Granulated Blast-Furnace (GGBF) Slag

2.2.8 Silica Fume

2.3 AGGREGATES

2.3.1 Fine Aggregate

2.3.2 Coarse Aggregate

2.3.3 Lightweight Aggregate

2.3.4 Materials for Bonded Topping for Heavy Duty Floors

2.4 CHEMICAL ADMIXTURES

2.4.1 Air-Entraining Admixture

2.4.2 Accelerating Admixture

2.4.3 Water-Reducing or Retarding Admixture

2.4.4 High-Range Water Reducer

2.4.5 Surface Retarder

2.4.6 Expanding Admixture

2.4.7 Other Chemical Admixtures

2.5 WATER

2.6 NONSHRINK GROUT

2.7 NONSLIP SURFACING MATERIAL

2.8 EMBEDDED ITEMS

2.9 FLOOR HARDENER

2.10 PERIMETER INSULATION

2.11 VAPOR RETARDER

2.12 VAPOR BARRIER

2.13 JOINT MATERIALS

2.13.1 Joint Fillers, Sealers, and Waterstops

2.13.2 Contraction Joints in Slabs

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

3.1.1 Foundations

3.1.1.1 Concrete on Earth Foundations

3.1.1.2 Preparation of Rock

SECTION 03 30 00.00 10 Page 2

3.1.1.3 Excavated Surfaces in Lieu of Forms

3.1.2 Previously Placed Concrete

3.1.2.1 Air-Water Cutting

3.1.2.2 High-Pressure Water Jet

3.1.2.3 Wet Sandblasting

3.1.2.4 Waste Disposal

3.1.2.5 Preparation of Previously Placed Concrete

3.1.3 Vapor Retarder [and Barrier]

3.1.4 Perimeter Insulation

3.1.5 Embedded Items

3.2 CONCRETE PRODUCTION

3.2.1 General Requirements

3.2.2 Batching Plant

3.2.3 Batching Equipment

3.2.4 Scales

3.2.5 Batching Tolerances

3.2.6 Moisture Control

3.2.7 Concrete Mixers

3.2.8 Stationary Mixers

3.2.9 Truck Mixers

3.3 CONCRETE PRODUCTION, SMALL PROJECTS

3.4 LIGHTWEIGHT AGGREGATE CONCRETE

3.5 FIBER REINFORCED CONCRETE

3.6 TRANSPORTING CONCRETE TO PROJECT SITE

3.7 PLACING CONCRETE

3.7.1 Depositing Concrete

3.7.2 Consolidation

3.7.3 Cold Weather Requirements

3.7.4 Hot Weather Requirements

3.7.5 Prevention of Plastic Shrinkage Cracking

3.7.6 Placing Concrete Underwater

3.7.7 Placing Concrete in Congested Areas

3.7.8 Placing Flowable Concrete

3.8 JOINTS

3.8.1 Construction Joints

3.8.2 Contraction Joints in Slabs on Grade

3.8.3 Expansion Joints

3.8.4 Waterstops

3.8.5 Dowels and Tie Bars

3.9 SPECIALTY FLOORS

3.9.1 Heavy Duty Floors

3.9.1.1 General

3.9.1.2 Preparation of Base Slab

3.9.2 Two-Course Floor Construction

3.10 FLOOR HARDENER

3.11 EXTERIOR SLAB AND RELATED ITEMS

3.11.1 Pavements

3.11.2 Sidewalks

3.11.3 Curbs and Gutters

3.11.4 Pits and Trenches

3.12 SETTING BASE PLATES AND BEARING PLATES

3.12.1 Damp-Pack Bedding Mortar

3.12.2 Nonshrink Grout

3.12.2.1 Mixing and Placing of Nonshrink Grout

3.12.2.2 Treatment of Exposed Surfaces

3.13 TESTING AND INSPECTION FOR CQC

3.13.1 Grading and Corrective Action

3.13.1.1 Fine Aggregate

3.13.1.2 Coarse Aggregate

SECTION 03 30 00.00 10 Page 3

3.13.2 Quality of Aggregates

3.13.3 Scales, Batching and Recording

3.13.4 Batch-Plant Control

3.13.5 Concrete Mixture

3.13.5.1 Air Content Testing

3.13.5.2 Air Content Corrective Action

3.13.5.3 Slump Testing

3.13.5.4 Slump Corrective Action

3.13.5.5 Temperature

3.13.5.6 Strength Specimens

3.13.6 Inspection Before Placing

3.13.7 Placing

3.13.8 Cold-Weather Protection

3.13.9 Mixer Uniformity

3.13.9.1 Stationary Mixers

3.13.9.2 Truck Mixers

3.13.9.3 Mixer Uniformity Corrective Action

3.13.10 Reports

3.14 REPAIR, REHABILITATION AND REMOVAL

3.14.1 Crack Repair

3.14.2 Repair of Weak Surfaces

3.14.3 Failure of Quality Assurance Test Results

-- End of Section Table of Contents --

SECTION 03 30 00.00 10 Page 4

USACE / NAVFAC / AFCEC / NASA UFGS-03 30 00.00 10 (May 2014) Change 1 - 02/15 Preparing Activity: USACE Superseding UFGS-03 31 00.00 10 (November 2010)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated January 2016

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

05/14

NOTE: This guide specification covers the requirements for cast-in-place concrete materials, mixing, and placement not exposed to a marine or high chloride environment. For concrete exposed to a marine or high chloride environment use UFGS

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 items(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) .

PART 1 GENERAL

NOTE: This specification covers concrete work primarily for buildings, but may also be used for other applications such as wharves, docks, drainage structures, warehouse type slabs, and driveways.

The following guide specifications are relative to this section and will be included to the extent applicable in projects where this section is used:

Section 03 11 13.00 10 STRUCTURAL CAST-IN-PLACE

CONCRETE FORMING

Section 03 20 00.00 10 CONCRETE REINFORCEMENT

SECTION 03 30 00.00 10 Page 5

Section 03 15 00.00 10 CONCRETE ACCESSORIES Section 03 35 00.00 10 CONCRETE FINISHING Section 03 39 00.00 10 CONCRETE CURING Section 07 92 00 JOINT SEALANTS

Specifications on concrete for bridge construction should be in a separate section and should be essentially in agreement with concrete construction requirements in the American Association of State Highway and Transportation Officials, "Standard Specifications for Highway Bridges". Requirements for deck slabs, curbs, gutters, and sidewalks forming an integral part of the bridge should be included in the section concerning concrete for bridge construction.

In addition to specified requirements the following information will be shown on project drawings:

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

2. Details of concrete sections showing dimensions, reinforcement cover, and required camber.

3. Joint details showing locations and dimensions, including critical construction joints, indicating waterstop locations and splices, keys, and dowels when required.

4. Locations where structural lightweight concrete will be used.

5. Details which require a depressed structural slab for tile, terrazzo, or other floor finishes in order to provide finished surfaces at the same elevations.

6. When exposed concrete surfaces are specified, the locations in the finished structure should be indicated. If other than cast finish is required, the type and location must be indicated.

7. Loading assumptions

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

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

1.1 UNIT PRICES

NOTE: Remove these paragraphs when lump sum contract is required.

SECTION 03 30 00.00 10 Page 6

1.1.1 Measurement

Measurement of concrete for payment will be made on the basis of the actual volume within the pay lines of the structure as indicated on the contract drawings. Measurement for payment of concrete placed against the sides of any excavation without intervening forms will be made only within the pay lines of the structure as shown on the contract drawings. No deductions will be made for rounded or beveled edges, for space occupied by metal work, for conduits, for voids, or for embedded items which are less than

0.15 cubic meters 5 cubic feet in volume or 0.09 square meters 1 square foot in cross section.

1.1.2 Payment

Unless otherwise specified, payment for concrete will be made at the respective unit prices per cubic meter yard for the various items of the schedule, measured as specified above, which price includes the cost of all labor, materials, and the use of equipment and tools required to complete the concrete work, except for any reinforcement and embedded parts specified to be paid separately. Unit price payment will not be made for concrete placed in structures for which payment is made as a lump sum.

1.2 LUMP SUM CONTRACT

NOTE: Remove this paragraph when unit price contract is required.

Under this type of contract, concrete items will be paid for by lump sum and will not be measured. The work covered by these items consists of furnishing all concrete materials, reinforcement, miscellaneous embedded materials, and equipment, and performing all labor for the forming, manufacture, transporting, placing, finishing, curing, and protection of concrete in these structures.

1.3 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 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.

SECTION 03 30 00.00 10 Page 7

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 Selecting Proportions for Structural Lightweight Concrete

ACI 213R (2014) Guide for Structural Lightweight-Aggregate Concrete

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 301 (2010; ERTA 2015) Specifications for Structural Concrete

ACI 301M (2010; ERTA 2015) Metric Specifications for Structural Concrete

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 305.1 (2014) Specification for Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 309R (2005) Guide for Consolidation of Concrete

ACI 318 (2014; Errata 1-2 2014; Errata 3-4 2015) Building Code Requirements for Structural Concrete and Commentary

ACI 318M (2014) Building Code Requirements for Structural Concrete & Commentary

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

SECTION 03 30 00.00 10 Page 8

ASTM INTERNATIONAL (ASTM)

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

ASTM C1064/C1064M (2011) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2015) 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 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 C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C143/C143M (2012) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2015) 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 (2014) Standard Test Method for Air

SECTION 03 30 00.00 10 Page 9

Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C192/C192M (2015) 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) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C31/C31M (2012) 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 (2013) Standard Specification for Concrete Aggregates

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

ASTM C39/C39M (2015a) 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 (2015a) Standard Specification for Chemical Admixtures for Concrete

ASTM C496/C496M (2011) Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens

ASTM C552 (2015) 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 (2015) Standard Specification for Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation

SECTION 03 30 00.00 10 Page 10

ASTM C595/C595M (2015; E 2015) 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 C685/C685M (2014) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C78/C78M (2015a) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C937 (2010) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C94/C94M (2015) Standard Specification for Ready-Mixed Concrete

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

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

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

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 E96/E96M (2014) Standard Test Methods for Water Vapor Transmission of Materials

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2013) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

SECTION 03 30 00.00 10 Page 11

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 (2000; R 2006) Concrete Plant Standards

NRMCA QC 3 (2011) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

NRMCA TMMB 100 (2001; R 2007) Truck Mixer, Agitator and Front Discharge Concrete Carrier Standards

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 104 (1980) Method of Calculation of the Fineness Modulus of Aggregate

1.4 Definitions

1.4.1 Cementitious Material

As used herein, includes all portland cement, pozzolan, fly ash, ground granulated blast-furnace slag[, and silica fume].

1.4.2 Chemical Admixtures

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.

1.4.3 Complementary Cementing Materials (CCM)

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 considerable improvement to sustainability, durability.

1.4.4 Design Strength (f'c)

The specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

1.4.5 Mass Concrete

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.

1.4.6 Mixture Proportioning

The process of designing concrete mixture proportions to enable it to meet the strength, service life and constructability requirements of the project.

1.4.7 Mixture Proportions

The masses or volumes of individual ingredients used to make a unit measure (cubic meter yard) of concrete.

SECTION 03 30 00.00 10 Page 12

1.4.8 Pozzolan

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.

1.4.9 Workability or Consistency

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).

1.5 SUBMITTALS

NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL PROCEDURES and edit the following list to reflect only the submittals required for the project.

The Guide Specification technical editors have designated those items that require Government approval, due to their complexity or criticality, with a "G." Generally, other submittal items can be reviewed by the Contractor's Quality Control System. Only add a “G” to an item, 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.

An "S" following a submittal item indicates that the submittal is required for the Sustainability Notebook to fulfill federally mandated sustainable requirements in accordance with Section 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 approval.] [information only. When used, a designation following the "G"

SECTION 03 30 00.00 10 Page 13 designation identifies the office that will review the submittal for the Government.] Submittals with an "S" are for inclusion in the Sustainability Notebook, 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

Quality Control Plan; G [, [_____]] Laboratory Accreditation Sampling Plan; G [, [_____]]

SD-03 Product Data

Recycled Content Products; (LEED) Cementitious Materials Vapor Retarder Vapor Barrier Floor Finish Floor Hardener Chemical Admixtures

SD-04 Samples

Surface Retarder

SD-05 Design Data

Mixture Proportions; G [, [_____]] Lightweight Aggregate Concrete

SD-06 Test Reports

Mixture Proportions; G [, [_____]] Testing and Inspection for CQC; G [, [_____]] Fly Ash Ground Granulated Blast-Furnace (GGBF) Slag Aggregates Air Content Slump Compressive Strength Water

SD-07 Certificates

Contractor Quality Control personnel Ready-Mix Plant

1.6 QUALITY ASSURANCE

Submit qualifications for Contractor Quality Control personnel assigned to concrete construction as American Concrete Institute (ACI) Certified Workmen in one of the following grades or show written evidence of having completed similar qualification programs:

Concrete Field Testing Technician Grade I

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Concrete Laboratory Testing Technician Grade I or II

Concrete Construction Inspector Level II

Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector

Jointly certified by American Concrete Institute (ACI), Building Official and Code Administrators International (BOCA), International Code Council (ICC), and Southern Building Code Congress International (SBCCI)

Foreman or Lead Journeyman of the flatwork finishing crew

Similar qualification for ACI Concrete Flatwork Technician/Finisher or equal, with written documentation

1.6.1 Laboratory Accreditation

Provide laboratory and testing facilities. 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:

1.6.1.1 Aggregate Testing and Mix Proportioning

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

Perform aggregate testing and mixture proportioning studies in an accredited laboratory, under the direction of a [registered professional engineer in a U.S. state or territory][_____] who is competent in concrete materials. This person is required to sign all reports and designs.

1.6.1.2 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.

1.6.1.3 Contractor Quality Control

All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.6.2 Quality Control Plan

Submit a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. Identify the approved laboratories.

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Provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. Provide all quality control reports to the Quality Manager, Concrete Supplier and the Contracting Officer.

Maintain a copy of ACI SP-15 and CRSI 10MSP at the project site.

1.6.3 Pre-installation Meeting

NOTE: When the construction includes special items such as very high strength concrete; non-sparking, conductive flooring; acid-resistant concrete;

slipforming; super-flat floors, a pre-installation meeting will be required. In which case this paragraph will be retained with appropriate editing and identification.

A pre-installation meeting with the Contracting Officer is required at least 10 days prior to start of construction on [_____]. Conduct the meeting with the Project Superintendent and active installation personnel present.

1.6.4 Special Properties and Products

NOTE: If the use of a particular type of admixture is required for certain parts of the structure, this paragraph should be revised accordingly.

Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete, if specified or approved. Include any of these materials to be used on the project in the mix design studies.

1.6.5 Technical Service for Specialized Concrete

NOTE: Use this paragraph when lightweight aggregate structural concrete is specified or for other specialized concretes like those containing silica fume.

Obtain the services of a factory trained technical representative to oversee proportioning, batching, mixing, placing, consolidating, and finishing of specialized structural concrete, such as [_____]. The technical representative must be on the job full time until the Contracting Officer is satisfied that field controls indicate concrete of specified quality is furnished and that the crews are capable of continued satisfactory work. Make the technical representative available for consultation with and advising Government forces.

1.6.6 Government Assurance Inspection and Testing

Day-to day inspection and testing is the responsibility of the Contractor Quality Control (CQC) staff. However, representatives of the Contracting Officer can and will inspect construction as considered appropriate and will monitor operations of the CQC staff. Government inspection or testing

SECTION 03 30 00.00 10 Page 16 will not relieve any CQC responsibilities.

1.6.6.1 Materials

The Government will sample and test aggregates, cementitious materials, other materials, and concrete to determine compliance with the specifications as considered appropriate. Provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with ASTM D75/D75M. Other materials will be sampled from storage at the jobsite or from other locations as considered appropriate. Samples may be placed in storage for later testing when appropriate.

1.6.6.2 Fresh Concrete

Fresh concrete will be sampled as delivered in accordance with ASTM C172/C172M and tested in accordance with these specifications, as considered necessary.

1.6.6.3 Hardened Concrete

Tests on hardened concrete will be performed by the Government when such tests are considered necessary.

1.6.6.4 Inspection

Concrete operations may be tested and inspected by the Government as the project progresses. Failure to detect defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Government for final acceptance.

1.7 DELIVERY, STORAGE, AND HANDLING

Follow ACI 301 and ACI 304R requirements and recommendations. Store cement and other cementitious materials in weathertight buildings, bins, or silos that exclude moisture and contaminants and keep each material completely separated. Arrange and use aggregate stockpiles in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Do not store aggregate directly on ground unless a sacrificial layer is left undisturbed. Store reinforcing bars and accessories above the ground on platforms, skids or other supports. Store other materials in a manner to avoid contamination and deterioration.

Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing cannot be used unless retested and proven to meet the specified requirements. Materials must be capable of being accurately identified after bundles or containers are opened.

PART 2 PRODUCTS

NOTE: Edit this PART to include only those products which are locally available, are required by the project, and are acceptable to the designer.

In accordance with Section 01 33 29 SUSTAINABILITY REPORTING submit documentation indicating: distance between manufacturing facility and the project site, distance of raw material origin from the project site, SECTION 03 30 00.00 10 Page 17 percentage of post-industrial and post-consumer recycled content per unit of product and relative dollar value of recycled content products to total dollar value of products included in project. Provide Submittals as specified in the subject Section.

2.1 SYSTEM DESCRIPTION

NOTE: This paragraph places the responsibility for mixture proportioning on the Contractor. Where Government mix design is required, the entire paragraph will be revised accordingly. Do not delete 15 percent minimum for pozzolan, unless pozzolan is prohibited.

Provide concrete composed of portland cement, other cementitious and pozzolanic materials as specified, aggregates, water and admixtures as specified.

2.1.1 Proportioning Studies-Normal Weight Concrete

Trial design batches, mixture proportions studies, and testing requirements for various 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. Obtain mix design approval from the Contracting Officer prior to concrete placement.

a. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and be accompanied by the manufacturer's or producer's test reports indicating compliance with these specifications.

b. Make trial mixtures having proportions, consistencies, and air content suitable for the work based on methodology described in ACI 211.1 , 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 on the project.

c. The maximum water-cementitious material ratios allowed in subparagraph WATER-CEMENTITIOUS MATERIAL RATIO below will be the equivalent water-cementitious material ratio as determined by conversion from the weight ratio of water to cement plus pozzolan by the weight equivalency method as described in ACI 211.1 . In the case where silica fume or GGBF slag is used, include the weight of the silica fume and GGBF slag in the equations in ACI 211.1 for the term P, which is used to denote the weight of pozzolan. If pozzolan is used in the concrete mixture, the minimum pozzolan content is 15 percent by weight of the total cementitious material, and the maximum is 35 percent.

d. Design laboratory trial mixtures for maximum permitted slump and air content. Make separate sets of trial mixture studies for each combination of cementitious materials and each combination of admixtures proposed for use. No combination of either may be used until proven by such studies, except that, if approved in writing and otherwise permitted by these specifications, an accelerator or a retarder may be used without separate trial mixture study. Separate trial mixture studies must also be made for concrete for any conveying or placing method proposed which requires special properties and for

SECTION 03 30 00.00 10 Page 18 concrete to be placed in unusually difficult placing locations. 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.

e. Report the temperature of concrete in each trial batch. For each water-cementitious material ratio, make at least three test cylinders for each test age, cure in accordance with ASTM C192/C192M and test at 7 and 28[56,][90] days in accordance with ASTM C39/C39M. From these test 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 day and 28[56,][90] day strengths. Design each mixture to promote easy and suitable concrete placement, consolidation and finishing, and to prevent segregation and excessive bleeding.

f. Submit the results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportions of ingredients that will be used in the manufacture of each strength of concrete, at least 60 days prior to commencing concrete placing operations. Base aggregate weights on the saturated surface dry condition. Accompany the statement with test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions may be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory.

2.1.2 Proportioning Studies-Lightweight Aggregate Structural Conc

Trial design batches, mixture proportioning studies, and testing requirements must conform to the requirements specified in paragraph PROPORTIONING STUDIES-NORMAL WEIGHT CONCRETE above, except as follows.

Trial mixtures having proportions, consistencies and air content suitable for the work must be made based on methodology described in ACI 211.2 , using at least three different cement contents. Proportion trial mixes to produce air dry unit weight, concrete strengths, maximum permitted slump, and air content. Test specimens and testing must be as specified for normal weight concrete except that [28-day compressive strength] [splitting tensile strength in accordance with ASTM C496/C496M] must be determined from test cylinders that have been air dried at 50 percent relative humidity for the last 21 days. Determine air dry unit weight in accordance with ASTM C567/C567M, designed to be at least 32 kg/cubic meter 2.0 pcf less than the maximum specified air dry unit weight. Plot curves using these results showing the relationship between cement factor and strength and air dry unit weight. Normal weight fine aggregate may be substituted for part or all of the lightweight fine aggregate, provided the concrete meets the strength and unit weight. A correlation must also be developed showing the ratio between air dry unit weight and fresh concrete unit weight for each mix.

2.1.3 Average Compressive Strength

The mixture proportions selected during mixture design studies must produce a required average compressive strength (f'cr) exceeding the specified compressive strength (f'c) by the amount indicated below, but may not exceed the specified strength at the same age by more than 20 percent.

SECTION 03 30 00.00 10 Page 19

This required average compressive strength, f'cr, will not be a required acceptance criteria during concrete production. However, whenever the daily average compressive strength at 28 days drops below f'cr during concrete production, or daily average 7-day strength drops below a strength correlated with the 28-day f'cr, adjust the mixture, as approved, to bring the daily average back up to f'cr. During production, the required f'cr must be adjusted, as appropriate, based on the standard deviation being attained on the job.

2.1.4 Computations from Test Records

Where a concrete production facility has test records, establish a standard deviation in accordance with the applicable provisions of ACI 214R . Test records from which a standard deviation is calculated must represent materials, quality control procedures, and conditions similar to those expected; must represent concrete produced to meet a specified strength or strengths (f'c) within 7 MPa 1000 psi of that specified for proposed work;

and must consist of at least 30 consecutive tests. A strength test must be the average of the strengths of two cylinders made from the same sample of concrete and tested at 28[56][90] days. Required average compressive strength f'cr used as the basis for selection of concrete proportions must be in accordance with ACI 318 Chapter 5.

2.1.5 Mix Design for Bonded Topping for Heavy Duty Floors

The concrete mix design for bonded topping for heavy duty floors must contain the greatest practical proportion of coarse aggregate within the specified proportion limits. Design the mix to produce concrete having a 28-day strength of at least 34.5 MPa 5000 psi. Concrete for the topping must consist of the following proportions, by weight:

1.00 part portland cement

1.15 to 1.25 parts fine aggregate

1.80 to 2.00 parts coarse aggregate

Maximum water-cementitious material ratio must be 0.33. The topping concrete must not be air-entrained. The concrete must be mixed so as to produce a mixture of the driest consistency possible to work with a sawing motion of the strike-off and which can be floated and compacted as specified without producing water or excess cement at the surface. In no case must slump exceed 25 mm 1 inch as determined by ASTM C143/C143M.

2.1.6 Tolerances

NOTE: Insert any special tolerance requirements of the project. Select the method desired for floor finish tolerance and delete the other. Do not use both as a Contractor's option. An effort should be made to begin to convert to the F-system for floor slabs. The F-system should always be used where very flat floors are required, particularly warehouse aisles where high-lift forklift units or other similar stackers will operate.

Except as otherwise specified herein, tolerances for concrete batching, mixture properties, and construction as well as definition of terms and application practices must be in accordance with ACI 117 . Take level and

SECTION 03 30 00.00 10 Page 20 grade tolerance measurements of slabs as soon as possible after finishing;

when forms or shoring are used, the measurements must be made prior to removal.

2.1.7 Floor Finish

For floor finishes, see Section 03 35 00.00 10 CONCRETE FINISHING.

2.1.8 Strength Requirements

Specified compressive strength (f'c) must be as follows:

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

35 MPa5000 psi at 28 days [_____]

27.5 MPa4000 psi at 28 days [_____]

20 MPa3000 psi at 28 days [_____]

[_____] MPa[_____] psi at [_____] days [_____]

NOTE: Use eight cylinders when specifying 56 or 90 day strengths. Use 150x300 6x12 cylinders for better prediction of strength and consistency.

Concrete made with high-early strength cement must have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II portland cement. Compressive strength must be determined in accordance with ASTM C39/C39M.

2.1.8.1 Evaluation of Concrete Compressive Strength

Fabricate [six] [eight] compressive strength specimens,[ 150 mm by 300 mm 6 inch by 12 inch][ 100 mm by 200 mm 4 inch by 8 inch] cylinders, laboratory cure them in accordance with ASTM C31/C31M and test them in accordance with ASTM C39/C39M. Test two cylinders at 7 days, two cylinders at 28 days, [two cylinders at 56 days][two cylinders at 90 days] and hold two cylinder in reserve. The strength of the concrete is considered satisfactory so long as the average of all sets of three consecutive test results do not exceed the specified compressive strength f'c by 20 percent and no individual test result falls below the specified strength f'c by more than

3.5 MPa 500 psi), unless approved by the Contracting Officer. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Additional analysis or testing, including taking cores and/or load tests may be required when the strength of the concrete in the structure is considered potentially deficient.

2.1.8.2 Investigation of Low-Strength Compressive Test Results

When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 3.5 MPa 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, take

SECTION 03 30 00.00 10 Page 21 steps to assure that the load-carrying capacity of the structure is not jeopardized. When the strength of concrete in place is considered potentially deficient, obtain cores and test in accordance with ASTM C42/C42M. Take at least three representative cores from each member or area of concrete in place that is considered potentially deficient. The location of cores will be determined by the Contracting Officer to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. Non-destructive tests (tests other than test cylinders or cores) may not be used as a basis for acceptance or rejection. Perform the coring and repair the holes; cores will be tested by the Government.

2.1.8.3 Load Tests

If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Contracting Officer in accordance with the requirements of ACI 318M ACI 318 . Correct concrete work evaluated by structural analysis or by results of a load test as being understrength in a manner satisfactory to the Contracting Officer. Perform all investigations, testing, load tests, and correction of deficiencies approved by the Contracting Officer, except that if all concrete is found to be in compliance with the drawings and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

2.1.9 Water-Cementitious Material Ratio

NOTE: Refer to ACI 318M ACI 318 Chapter 4 for maximum water-cementitious material ratios based on the exposure class.

Maximum water-cementitious material ratio (w/c) for normal weight concrete is as follows:

WATER-CEMENTITIOUS MATERIAL RATIO, BY

WEIGHT

STRUCTURE OR PORTION OF STRUCTURE

0.40 [_____]

0.45 [_____]

0.50 [_____]

0.55 [_____]

2.1.10 Air Entrainment

NOTE: Remove last two sentences when lightweight concrete is not required.

SECTION 03 30 00.00 10 Page 22

Refer to ACI 318M ACI 318, Chapter 4 for guidance on air content.

Entrained air should not be used for concrete to be given a smooth, dense, hard-troweled finish because blistering and delamination may occur. Refer to ACI 302.1R for a detailed discussion on how to produce high-quality concrete slabs-on-ground and suspended floors for various classes of service.

Air entrain normal weight concrete based on the following table[, except as otherwise specified for lightweight concrete].

MINIMUM AIR CONTENT Percent STRUCTURE OR PORTION OF STRUCTURE

4.5 [_____]

5.0 [_____]

6.0 [_____]

Attain specified air content at point of placement into the forms within plus or minus 1.5 percent. Determine air content for normal weight concrete in accordance with ASTM C231/C231M. [Air entrain lightweight concrete in the [_____] parts of the structure with a total air content of

4.5 to 7.5 percent, except that if the nominal maximum size coarse aggregate is 9.5 mm 3/8 inch or less, the air content must be 5.5 to 8.5 percent. Determine air content for lightweight concrete in accordance with

ASTM C173/C173M.]

2.1.11 Slump

NOTE: Use the sentence in the first set of brackets when those admixtures are permitted by the specifications. When admixtures are added on site use the bracket statement requiring a 50 to 100 mm 2 to 4 inch slump before the admixtures are added.

Add special slump requirements for Class 8 and 9 floor slabs from ACI 302, when such floors are to be constructed. Edit for lightweight concrete as required.

Slump of the concrete, as delivered to the point of placement into the forms, must be within the following limits. Determine slump in accordance with ASTM C143/C143M.

SECTION 03 30 00.00 10 Page 23

Structural Element Slump mm inches

Minimum Maximum

Walls, columns and beams 50 2 100 4

Foundation walls, substructure walls, footings, slabs

25 1 75 3

Any structural concrete approved for placement by pumping:

At pump 50 2 200 8

At discharge of line 251 1004

[When use of a plasticizing admixture conforming to ASTM C1017/C1017M or when a Type F or G high range water reducing admixture conforming to ASTM C494/C494M is permitted to increase the slump of concrete, concrete must have [a slump of 50 to 100 mm 2 to 4 inches before the admixture is added and ]a maximum slump of 200 mm 8 inches at the point of delivery after the admixture is added.] [For troweled floors, slump of structural lightweight concrete with normal weight sand placed by pump must not exceed 125 mm 5 inches at the point of placement. For other slabs, slump of lightweight concrete must not exceed 100 mm 4 inches at point of placement.]

2.1.12 Concrete Temperature

The temperature of the concrete as delivered must not exceed 32 degrees C 90 degrees F. When the ambient temperature during placing is 5 degrees C 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered must be between 12 and 25 degrees C 55 and 75 degrees F.

2.1.13 Size of Coarse Aggregate

Use the largest feasible nominal maximum size aggregate (NMSA), specified in PART 2 paragraph AGGREGATES, in each placement. However, do not exceed nominal maximum size of aggregate for any of the following: three-fourths of the minimum cover for reinforcing bars, three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

2.1.14 Lightweight Aggregate Structural Concrete

NOTE: Retain this paragraph when lightweight aggregate structural concrete is required. Use bracketed alternate strength inserts (compressive or splitting tensile strength) as appropriate.

Correlate strength versus unit weight requirements as determined from table in ASTM C330/C330M, and as determined by consultation with local producers.

Remove last sentence when floor fill is not required.

SECTION 03 30 00.00 10 Page 24

Conform lightweight aggregate structural concrete to the requirements specified for normal weight concrete except as specified herein.

[Compressive strength must be at least [_____] at 28 days,] [Splitting tensile strength determined in accordance with ASTM C496/C496M must be at least [_____] at 28 days,] as determined by test specimens that have been air dried at 50 percent relative humidity for the last 21 days. Air-dry unit weight must not be over [_____] at equilibrium as determined by ASTM C567/C567M. However, use fresh unit weight for acceptance during concreting, using a correlation factor between the two types of unit weight as determined during mixture design studies. Lightweight aggregate structural concrete floor fill must have a 28-day compressive strength of at least 17.3 MPa 2500 psi and an air-dry unit weight not exceeding 1850 kg/cubic meter 115 pcf at equilibrium.

2.2 CEMENTITIOUS MATERIALS

NOTE: EPA recommends that procuring agencies use flowable fill containing coal fly ash (pozzolan) and/or ferrous foundry sands for backfill and other fill applications. EPA further recommends that procuring agencies include provisions in all construction contracts involving backfill or other fill applications, to allow for the use of flowable fill containing coal fly ash and/or ferrous foundry sands, where appropriate.

Include the limits on soluble alkalis for portland cement and for pozzolan whenever there is a possibility of alkali-aggregate reactive aggregates being furnished.

Where alkali-bearing soil or groundwater is encountered, or where the concrete will be exposed to sewage, see ACI 201.2 R for guidance on selecting cementitious material. See EM 1110-2-2000 for guidance when proposing to use any type of portland-pozzolan or portland-furnace-slag cement.

If high early strength concrete is required, specify Type III after consulting the agency's Subject Matter Expert in Concrete Materials.