Amendment_1_Revised_Specifications_W912ES19R0019_.pdf

WRRS Amendment 0001 AMENDMENT

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 70 00

MASS CONCRETE

PART 1 GENERAL

1.1 DESCRIPTION

1.2 RELATED WORK SPECIFIED ELSEWHERE

1.3 REFERENCES

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE (GOVERNMENT TESTING AND SAMPLING)

1.5.1 Preconstruction Sampling and Testing

1.5.1.1 Aggregates

1.5.2 Construction Testing by the Government

1.5.2.1 General

PART 2 PRODUCTS

2.1 DESIGN REQUIREMENTS

2.1.1 Definition of Mass Concrete

2.1.2 Minimum Concrete Compressive Strength

2.1.3 Maximum Water-Cementitious Materials (W/CM) Ratio

2.2 MIXTURE PROPORTIONS

2.2.1 Composition

2.2.2 Nominal Maximum-Size of Aggregate (NMSA)

2.2.3 Air Content

2.2.4 Slump

2.2.5 Required Average Compressive Strength, f'cr

2.2.6 Documenting Average Strength

2.2.7 Proportioning Responsibility

2.2.8 Concrete Mixture Proportioning Design Test Plan(s)

2.2.9 Mass Concrete Mixture Testing Requirements

2.2.10 Thermal Analysis and Thermal Control Plan(s)

2.2.11 Delivery of Samples

2.3 CONSTRUCTION TOLERANCES

2.3.1 Tabulations and Definitions

2.4 CONCRETE MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Portland Cement

2.4.1.2 Pozzolan Other than Silica Fume

2.4.1.3 Slag Cements

2.4.1.4 Silica Fume

2.4.1.5 Storage and Handling of Cementitious Materials

2.4.2 Aggregate Sources

2.4.2.1 Aggregate Composition

2.4.2.2 Quality of Aggregates

2.4.2.3 Grading

2.4.2.3.1 Fine Aggregate

2.4.2.3.2 Coarse Aggregate

2.4.2.4 Particle Shape

SECTION 03 70 00 Page 1 08/20/19

2.4.2.5 Moisture Content

2.4.2.6 Aggregate Receiving and Acceptance

2.4.2.7 Aggregate On-site Storage

2.4.3 Water

2.4.4 Admixtures

2.4.4.1 Air-Entraining Admixtures

2.4.4.2 Retarding Admixtures

2.4.4.3 Water-Reducing Admixture

2.4.4.4 High-Range Water-Reducing Admixture (HRWRA)

2.4.4.5 Material Source of Admixtures

2.4.5 Curing Materials

2.4.5.1 Wet-Cure Sheeting Materials

2.4.5.2 Membrane-Forming Curing Compound

2.4.6 Packaged Dry Repair Materials

2.4.7 Bonding Agents

2.4.7.1 Latex Bonding Agent

2.4.7.2 Epoxy Resin

2.4.8 Surface Retarder

2.5 MATURITY SENSORS

2.6 PLANT AND EQUIPMENT - GENERAL

2.6.1 Batch Plant

2.6.2 Location

2.6.3 Bins and Silos

2.6.4 Record

2.6.5 Batch Counters

2.6.6 Sampling Facilities

2.7 PLANT AND EQUIPMENT - ADDITIONAL REQUIREMENTS FOR PROJECT SPECIFIC

BATCH PLANTS (ON-SITE OR MOBILE)

2.7.1 Batching Equipment

2.7.1.1 Batchers

2.7.1.2 Water Batcher

2.7.1.3 Admixture Dispensers

2.7.1.4 Moisture Control

2.7.1.5 Scales

2.7.1.6 Operation and Accuracy

2.7.1.7 Interlocks

2.7.1.8 Trial Operation

2.7.1.9 Protection

2.7.2 Laboratory Areas

2.7.3 Plant Layout Drawings

2.7.4 Mixers

2.7.4.1 Stationary Mixer Uniformity Requirements

2.8 TRANSPORTING EQUIPMENT

2.8.1 Buckets

2.8.2 Trucks

2.8.3 Chutes

2.8.4 Belt Conveyors

2.8.5 Pump Placement

2.8.6 Transfer Hoppers

PART 3 EXECUTION

3.1 PREPARATION FOR PLACING

3.1.1 Vibrators

3.1.2 Embedded Items

3.1.3 Concrete on Earth Foundations

3.1.4 Construction Joint Treatment

3.1.4.1 Joint Preparation

3.1.4.2 Air-Water Cutting

SECTION 03 70 00 Page 2

3.1.4.3 High-Pressure Water Jet

3.1.4.4 Wet Sandblasting

3.1.4.5 Waste Water Disposal

3.2 TRANSPORTING AND PLACING

3.2.1 Transporting

3.2.1.1 Transporting by Bucket

3.2.1.2 Transporting by Pump

3.2.1.3 Transporting by Belt Conveyor

3.2.1.4 Transporting by Trucks

3.2.2 Placing

3.2.2.1 Time Interval Between Mixing and Placing

3.2.2.2 Hot-Weather Placing

3.2.2.3 Cold Weather Placing

3.2.2.4 Special Temperature-Controlled Concrete

3.2.2.5 Concrete Lifts

3.2.2.6 Consolidation

3.3 FINISHING

3.3.1 Unformed Surfaces

3.3.1.1 Float Finish

3.3.1.2 Trowel Finish

3.3.1.3 Broom Finish

3.3.2 Formwork

3.3.2.1 Formwork Removal

3.3.2.2 Formed Surface Repair

3.3.2.3 Class A Finishes

3.3.2.4 Class D Finish

3.3.2.5 Material and Procedure for Repairs

3.3.2.6 Grout-Cleaned Finish

3.4 CURING AND PROTECTION

3.4.1 Curing Time

3.4.2 Moist Curing

3.4.2.1 Determination of Length of Moist Curing Based on the

Maturity Method

3.4.3 Membrane Curing

3.4.3.1 Pigmented Curing Compound

3.4.3.2 Nonpigmented Curing Compound

3.4.3.3 Application

3.4.4 Sheet Curing

3.4.5 Sealed Insulation Curing

3.4.6 Protection

3.4.7 Cold Weather Protection

3.4.8 Special Temperature Controlled Concrete Protection

3.4.8.1 Temperature Monitoring

3.4.8.2 Termination of Thermal Controls and Temperature Monitoring

3.5 TESTS AND INSPECTIONS

3.5.1 General

3.5.1.1 Laboratory Requirements

3.5.1.2 Technician and Inspector Certification Requirements

3.5.1.3 Lead Auditor Qualification Requirements

3.5.2 Testing and Inspection Requirements

3.5.2.1 Fine Aggregate

3.5.2.1.1 Grading

3.5.2.1.2 Fineness Modulus Control Chart

3.5.2.1.3 Corrective Action for Fine Aggregate Grading

3.5.2.1.4 Moisture Content Testing

3.5.2.1.5 Moisture Content Corrective Action

3.5.2.2 Coarse Aggregate

3.5.2.2.1 Grading

3.5.2.2.2 Corrective Action for Grading

SECTION 03 70 00 Page 3

3.5.2.2.3 Coarse Aggregate Moisture Content

3.5.2.2.4 Coarse Aggregate Moisture Corrective Action

3.5.2.2.5 Particle Shape Testing

3.5.2.2.6 Particle Shape Corrective Action

3.5.2.2.7 Material Finer than the No. 200 Sieve

3.5.2.2.8 Corrective Action for Material Finer than the No. 200

Sieve

3.5.2.3 Quality of Aggregates

3.5.2.3.1 Frequency of Quality Tests

3.5.2.3.2 Corrective Action for Aggregate Quality

3.5.2.4 Scales

3.5.2.4.1 Weighing Accuracy

3.5.2.4.2 Batching and Recording Accuracy

3.5.2.4.3 Scales Corrective Action

3.5.2.5 Batch-Plant Control

3.5.2.6 Concrete

3.5.2.6.1 Air Content

3.5.2.6.2 Air Content Corrective Action

3.5.2.6.3 Slump Testing

3.5.2.6.4 Slump Corrective Action

3.5.2.6.5 Temperature

3.5.2.6.6 Compression Test Cylinders

3.5.2.7 Inspection Before Placing

3.5.2.8 Concrete Placement

3.5.2.8.1 Placing Inspection

3.5.2.8.2 Placing Corrective Action

3.5.2.9 Vibrators

3.5.2.9.1 Vibrator Testing and Use

3.5.2.9.2 Vibrator Corrective Action

3.5.2.10 Curing

3.5.2.10.1 Moist Curing Inspections

3.5.2.10.2 Moist Curing Corrective Action

3.5.2.10.3 Membrane Curing Inspection

3.5.2.10.4 Membrane Curing Corrective Action

3.5.2.10.5 Sheet Curing Inspection

3.5.2.10.6 Sheet Curing Corrective Action

3.5.2.11 Cold Weather Protection and Sealed Insulation Curing

3.5.2.12 Cold Weather Protection Corrective Action

3.5.2.13 Mixer Uniformity

3.5.2.13.1 Stationary Mixers

3.5.2.13.2 Truck Mixers

3.5.2.14 Mixer Uniformity Corrective Action

3.5.3 Reports

3.6 ATTACHMENTS

-- End of Section Table of Contents --

SECTION 03 70 00 Page 4

SECTION 03 70 00

MASS CONCRETE

PART 1 GENERAL

1.1 DESCRIPTION

Concrete and other materials covered in this section are required for massive concrete elements in the planned construction. The elements which these specifications govern are the following:

The massive concrete elements are defined in paragraph DESIGN REQUIREMENTS. The concrete elements shall be placed monolithically without the formation of cold joints .

1.2 RELATED WORK SPECIFIED ELSEWHERE

Section 03 11 14 FORMWORK FOR CONCRETE.

Section 03 15 13.00 10 EXPANSION JOINTS, CONTRACTION JOINTS, AND

WATERSTOPS.

Section 03 20 00.00 10 CONCRETE REINFORCING.

Section 03 30 00.00 10 CAST-IN PLACE CONCRETE.

1.3 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 ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 336-15 (2015) Standard Method of Test for Coefficient of Thermal Expansion of Hydraulic Cement Concrete

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; Re-approved 2015) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

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

ACI 237 (2007) Slump Flow of Self Consolidating Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

SECTION 03 70 00 Page 5

ASTM INTERNATIONAL (ASTM)

ASTM C1059/C1059M (2013) Standard Specification for Latex Agents for Bonding Fresh to Hardened Concrete

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1074 (2017) Standard Practice for Estimating Concrete Strength by the Maturity Method

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2014) Standard Test Method for Lightweight Particles in Aggregate

ASTM C1222 (2017) Standard Practice for Evaluation of Laboratories Testing Hydraulic Cement

ASTM C1240 (2015) 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 C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

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 C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C143/C143M (2015) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2018) Standard Specification for Portland

SECTION 03 70 00 Page 6

Cement

ASTM C157/C157M (2017) Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1611/C1611M (2014) Standard Test Method for Slump Flow of Self-Consolidating Concrete

ASTM C1646/C1646M (2016) Making and Curing Test Specimens for Evaluating Frost Resistance of Coarse Aggregate in Air-Entrained Concrete by Rapid Freezing and Thawing

ASTM C171 (2016) Standard Specification for Sheet Materials for Curing Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C186 (2017) Standard Test Method for Heat of Hydration of Hydraulic Cement

ASTM C192/C192M (2018) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C29/C29M (2017a) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C295/C295M (2018) Petrographic Examination of Aggregates for Concrete

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

ASTM C31/C31M (2019) Standard Practice for Making and Curing Concrete Test Specimens in the Field

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

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

SECTION 03 70 00 Page 7

ASTM C39/C39M (2018) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C40/C40M (2019) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C441 (2017) Effectiveness of Pozzolans or Ground Blast-Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali-Silica Reaction

ASTM C469/C469M (2014) Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C535 (2016) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C666/C666M (2015) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C87/C87M (2017) Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

ASTM C881/C881M (2015) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C917 (2018) Standard Test Method for Evaluation of Cement Strength Uniformity From a Single Source

ASTM C928/C928M (2013) Packaged, Dry, Rapid-Hardening Cementitious Materials for Concrete Repairs

ASTM C94/C94M (2018) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2018) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

SECTION 03 70 00 Page 8

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2015) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 100 (1975) Method of Sampling Concrete Aggregate and Aggregate Sources, and Selection of Material for Testing

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

COE CRD-C 124 (1973) Specific Heat of Aggregates, Concrete and Other Materials

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 143 (1962) Specifications for Meters for Automatic Indication of Moisture in Fine Aggregate

COE CRD-C 229 (1997) Test Method for Heat of Hydration of Hydraulic Cement

COE CRD-C 37 (1973) Thermal Diffusivity of Concrete

COE CRD-C 38 (1973) Temperature Rise of Concrete

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

COE CRD-C 521 (1981) Standard Test Method for Frequency and Amplitude of Vibrators for Concrete

COE CRD-C 55 (1992) Test Method for Within-Batch Uniformity of Freshly Mixed Concrete

COE CRD-C 94 (1995) Corps of Engineers Specification for Surface Retarders

1.4 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in

SECTION 03 70 00 Page 9 accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Preconstruction Information Of Cement

Material Source; G

SD-02 Shop Drawings

Concrete Lifts; G, STR

Submit the concrete lifts plan according to paragraph "Concrete Lifts".

SD-03 Product Data

Aggregate; G, STR

Submit information identifying the aggregate source to be used along with gradation tests for fine and coarse aggregates. The gradation test for fine aggregate shall include the No. 8 and No.

30 sieve sizes. Submit specific gravity and absorption of fine and coarse aggregates determined by ASTM C128 and ASTM C127, respectively.

Batch Plant; G, STR

For project specific (on-site) batch plants, submit details and data on the concrete plant a minimum of 30 days prior to assembly for conformance review with the requirements of paragraphs "PLANT AND EQUIPMENT - GENERAL" and paragraph "PLANT AND EQUIPMENT -

ADDITIONAL REQUIREMENTS FOR PROJECT SPECIFIC BATCH PLANTS (ON-SITE

OR MOBILE)".

Construction Joint Treatment; G, STR

Submit the method and equipment proposed for joint cleanup and waste disposal 30 days before concrete placement begins.

Curing and Protection; G, STR

Submit the curing media and methods 30 days before concrete placement begins.

Cold-Weather Protection; G, STR

When concrete is to be placed under cold-weather conditions, a description of the materials and methods proposed for protection of the concrete shall be furnished 60 days in advance of anticipated need date for review.

Hot-weather Placing; G, STR

When concrete is to be placed under hot-weather conditions, a description of the materials and methods proposed for protection of the concrete shall be furnished 60 days in advance of anticipated need date for review.

SECTION 03 70 00 Page 10

Maturity Method; G, STR

Prior to using the maturity method, submit data in accordance with ASTM C1074 using project materials and concrete mix proportions used on the project to demonstrate the correlation between maturity and compressive strength of laboratory cured test specimens to the Contracting Officer

Mixers; G, STR

For on-site mixers, submit the make, type, capacity, and number of concrete mixers proposed for use 30 days prior to installation.

Laboratory Area; G, STR

For Project specific (on-site or mobile laboratories), submit details and data on the laboratory area within 15 days prior to the initial delivery of aggregate.

Equipment; G, STR

Submit data on placing equipment and methods to be used.

Special Temperature-Controlled Concrete; G, STR

When special temperature controls are required, submit all methods and equipment 60 days in advance of anticipated date required for use.

Surface Retarder; G, STR

SD-05 Design Data

Concrete Mixture Proportioning Design Test Plan(s); G, STR

Prepare and submit a Concrete Mixture Proportioning Design Test Plan(s) in advance of all Trial Batch testing in order to coordinate and document the objectives and methods employed to test proposed mixes. The Mix Design Test Plan shall be reviewed and approved in advance of Trial Batch testing activities. Revised trial Test Plans shall be provided for approval in advance of conducting any subsequent trials.

Concrete Mixture Proportioning; G, STR

Submit concrete mixture proportions and associated test results 30 days before concrete placement begins for each mix design as determined in accordance with paragraph "MIXTURE PROPORTIONS".

Thermal Analysis and Thermal Control Plan; G, STR

Submit 30 days before concrete placement begins a Thermal Analysis and Thermal Control Plan in accordance with the requirements in paragraph "MIXTURE PROPORTIONS".

Final Concrete Report; G, STR

The contractor shall Submit a Final Concrete Report that includes but is not limited to the following:

SECTION 03 70 00 Page 11

The Final Concrete Report shall be in accordance with EM 1110-2-2000 chapter 11 Concrete Report. Prepare a narrative describing the general placement process between installation and stripping of the forms. Include in the narrative any unique placement problems and how these problems were overcome.

Photographs showing typical form-work, conveying and placing equipment. Tabs or other means to easily navigate through the report. Cover page showing the contract title and number. Submit the report in 1 electronic and 1 hard copy format. The electronic copy must be searchable. Coordinate with Government Representative for acceptable electronic format. The hard copy shall be bound with a durable front and back cover. This report shall cover specification section 03 30 00.00 10 and 03 70 00.

SD-06 Test Reports

Mixer Uniformity

Submit the results of the initial mixer uniformity tests at least 5 days prior to the initiation of placing. The initial test results submitted shall not be more than three months old.

Additional tests shall be conducted and submitted within six months of the previous tests. Uniformity testing shall continue until all concrete is placed.

Quality of Aggregates; G, STR

Submit aggregate quality tests at least 30 days prior to start of concrete placement.

Concrete Materials; G, STR

Submit certified copies of laboratory test reports, including mill tests and all other test data, for Portland cement, pozzolan, slag cement, admixtures, and curing compound proposed for use on this project 30 days prior to start of concrete placement.

Tests and Inspections; G, STR

Submit test results and inspection reports daily and weekly as specified in paragraph "TESTS AND INSPECTIONS".

Temperature Monitoring; G, STR

Submit the data from all temperature monitoring. Include the raw temperature data and plots of maximum concrete temperature, temperature at the surface, and the temperature differential.

Concrete Mixture Proportioning Report; G, STR

Submit the Concrete Mixture Proportioning Report, as described in paragraph "Mass Concrete Mixture Testing Requirements", a minimum of 30 days prior to conducting the thermal analysis testing.

SD-07 Certificates

Laboratory Requirements;

SECTION 03 70 00 Page 12

Submit Accreditation or validation by the National Voluntary Laboratory Accreditation Program, American Association for Laboratory Accreditation, AASHTO Accreditation Program or other nationally recognized independent authority on laboratories that are performing any testing required for this project. Submit documentation 30 days prior to performance of any testing and be specific as to testing equipment and procedures that are covered.

Technician and Inspector Certification Requirements; G, STR

Submit statements including certificates that the concrete testing technicians and concrete inspectors meet the qualification requirements of paragraph "Technician and Inspector Certification Requirements."

Lead Auditor Qualification Requirements; G, STR

Submit statements and documentation that the Lead Auditor meets the qualification requirements of paragraph "Lead Auditor Qualification Requirements" prior to the concrete testing/inspection.

Cementitious Materials;

Cementitious Materials, including Portland cement and Pozzolan, and Slag Cement will be accepted on the basis of the manufacturer's certification of compliance, accompanied by mill test reports that materials meet the requirements of the specification under which they are furnished.

Air-Entraining Admixtures;

Air-Entraining Admixture shall be certified for compliance with all specification requirements.

Shrinkage Reducing Admixture;

Shall be certified for compliance with all specification requirements.

Other Chemical Admixtures;

Other Chemical Admixtures shall be certified for compliance with all specification requirements.

Membrane-Forming Curing Compound;

Membrane-Forming Curing Compound shall be certified for compliance with all specification requirements.

Wet-Cure Sheeting Materials;

Wet-curing sheet materials shall be certified for compliance with all specification requirements.

Bonding Agents;

Descriptive literature and certification in advance of their use.

SECTION 03 70 00 Page 13

Retarding Admixtures; G

1.5 QUALITY ASSURANCE (GOVERNMENT TESTING AND SAMPLING)

1.5.1 Preconstruction Sampling and Testing

1.5.1.1 Aggregates

The aggregate sources listed in paragraph "AGGREGATE SOURCES", have been tested, and at the time testing was performed, these sources were capable of producing materials of the quality and quantity required for this project provided suitable processing is performed. No guarantee is given or implied that any of the listed sources are currently capable of producing aggregates that meet the required quality. The test results and conclusions shall be considered valid only for the sample tested and shall not be taken as an indication of the quality of all material from a source nor for the amount of processing required. The Government test data and other information on aggregate quality of those sources listed in paragraph "AGGREGATE SOURCES", are available for review in the District Office.

Quality assurance testing of aggregates by the Government does not relieve the Contractor of quality control requirements.

If the Contractor proposes to use aggregates from a source not listed, suitable samples for quality evaluation consisting of not less than 700 pounds of coarse aggregate and 300 pounds of fine aggregates shall be taken in accordance with ASTM D75/D75M and delivered to a laboratory. The Government will be responsible for the cost of testing and the Contractor will be responsible for the cost of sampling and transporting the material.

A maximum of 120 calendar days will be required to complete evaluation of the aggregate once delivered to the laboratory.

1.5.2 Construction Testing by the Government

1.5.2.1 General

The Government will sample and test cementitious materials, admixtures, aggregates, and concrete during construction as considered appropriate to determine compliance with the specifications. Provide materials, facilities and labor as necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of batching in accordance with COE CRD-C 100. Slump and air content will be determined in accordance with ASTM C143/C143M and ASTM C231/C231M. Compression test specimens will be made and laboratory cured in accordance with ASTM C31/C31M and will be tested in accordance with ASTM C39/C39M.

PART 2 PRODUCTS

2.1 DESIGN REQUIREMENTS

2.1.1 Definition of Mass Concrete

Any structural concrete elements with a least dimension of 3 feet may be considered mass concrete. The Contractor shall perform a thermal analysis to verify these elements are mass concrete.Mass concrete for this project shall be as defined by the American Concrete Institute (ACI) Committee 207.

2.1.2 Minimum Concrete Compressive Strength

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

SECTION 03 70 00 Page 14

COMPRESSIVE STRENGTH STRUCTURE OR PORTION OF STRUCTURE

7000 psi at 28 days Trunnion Girder

4500 psi at 28 days Approach Apron Approach Walls Control Structure Foundation Abutments Pier Stilling Basin Foundations Stilling Basin Walls Dam Wall Foundation

2.1.3 Maximum Water-Cementitious Materials (W/CM) Ratio

The W/CM ratios required, for the submitted concrete mixture proportions to be used on this project will be used to control the maximum allowable water content for each concrete mixture proportion. The water to cementitious materials (W/CM) ratio shall be between 0.35 to 0.55.

2.2 MIXTURE PROPORTIONS

2.2.1 Composition

Mass concrete shall be composed of cementitious materials, water, fine and coarse aggregates, and admixtures. The cementitious materials shall be portland cement in combination with pozzolan or pozzolan and slag cement or silica fume. RequiredApproved admixtures include an Air-Entraining admixture plus a Water Reducing, a High Range Water Reducing and a Shrinkage Reducing admixture. A retarding admixture may be used only when approved by the Contracting Officer. No chemical admixtures other than those listed above shall be used.

2.2.2 Nominal Maximum-Size of Aggregate (NMSA)

The nominal maximum-size of coarse aggregate to be used shall be 1-1/2 inch.

2.2.3 Air Content

The air content by volume shall be determined by ASTM C231/C231M. The air content of the sample measured in accordance with ASTM C231/C231M. The specified air content shall be present in the concrete when the concrete has been placed in the forms. The air content shall be 5-1/2 +/- 1-1/2 percent.

2.2.4 Slump

The slump shall be determined in accordance with ASTM C143/C143M and shall be 2 inches ± 1 inch, except where placement by pump is approved. If

SECTION 03 70 00 Page 15 another location is approved by the Contracting Officer and selected for performing slump tests other than at the point of placement, duel sampling will be performed to develop correlation between the two sampling locations.

For pump placement, the final slump after the addition of an approved high range water reducer shall be 6-1/2 inches plus or minus 1-1/2 inches. Only polycarboxylate-based high range water reducing admixtures meeting ASTM C494/C494M Type A OR Type F shall be used to produce concrete with sufficient workability for placement without segregation. If a self -consolidated concrete is to be used the mixture shall be developed in accordance to ACI 237 Self - Consolidating Concrete and the slump flow shall be determined in accordance with ASTM C1611/C1611M. No excessive bleeding shall be permitted. The above specified slump for pump placement is to be taken at the transfer point from the mixer truck to the pump hopper.Slump

2.2.5 Required Average Compressive Strength, f'cr

In meeting the strength requirements specified in paragraph "Minimum Concrete Compressive Strength", the selected mixture shall have proportions so as to produce an fcr exceeding f'c based on the value of f'c as follows:

Specified Compressive Strength f'c (psi)

Required Average Compressive Strength, f'cr (psi)

Less than 3,000 f'c + 1000

3,000-5,000 f'c + 1200

Greater than 5,000 1.10f'c + 700

2.2.6 Documenting Average Strength

Documentation that proposed concrete proportions produce the required average strength, f'cr, determined in paragraph "Required Average Compressive Strength, f'cr", shall be based on laboratory trial batches as specified in paragraphs "Trial Concrete Mixture ProportioningMass Concrete Mixture Testing Requirements" and "Proportioning Responsibility."

Documentation shall include compression, slump, and air content test results performed on concrete produced using the proposed mixture proportions.

2.2.7 Proportioning Responsibility

The Contractor shall be responsible for developing an optimum mixture design with special considerations to reduce or control the heat of hydration and the resulting temperature rise to avoid damaging the concrete through excessive temperatures and temperature differences. Some mixtures, especially those containing higher amounts of pozzolans, may have slow strength gain which may impact form design and form removal time.

As provided by ACI 211.1, Appendix 3, subsequent to approval for use of Mix Designs for the Project, if there becomes a need to make adjustments in the field, such adjustments outside of those allowed by the approval documents (such as dosage ranges of some or all of the admixtures) shall be tested at the plant for plastic properties and submitted in writing for approval by the Contracting Officer. At no time shall the Contractor make adjustments

SECTION 03 70 00 Page 16 to cement contents, maximum water contents, water/cementitious ratios (W/CM) without the prior written approval of the Contracting Officer.

Coarse and fine aggregate quantities adjustments in the field shall be limited to 10% of the original quantities as approved by the Contracting Officer.

At the Contracting Officer's discretion, may assign a Government Materials Engineer to facilitate coordination, review and approvals during proportioning activities. The Contractor shall provide a minimum of 7 days notice prior to trial batching and testing activities to facilitate Government presence at the site of these activities.

Government presence is required when performing the Thermal Properties testing as required in the Mass Concrete Mixture Testing Requirements section.

The Government presence is required for the approval of the mixture design unless the Government chooses not to attend. The Government will provide written (email, memo, etc.) confirmation on the decision to attend or not attend.

2.2.8 Concrete Mixture Proportioning Design Test Plan(s)

The Contractor shall engage the services of an Independent Testing Laboratory (ITL) to conduct the required tests and evaluations. The ITL's facility, testing equipment and procedures, and recording procedures shall comply with the requirements of ASTM C1077 as well as the specific requirements of all tests being conducted by the ITL. The Contractor shall direct the ITL as to specific proportioning of the materials and mixes during the trial batch testing. The Concrete Mixture Proportioning Design Test Plan(s) shall include the name and address of the ITL where the testing shall be conducted, the date(s) that the testing is planned;

support data on the fine and coarse aggregates, cementitious materials, and admixtures; tabulation of concrete mixture proportions that are to be investigated, number and type of specimens to be cast and when they would be tested; along with the name and address of the Concrete consultant who will be performing the thermal analysis. Submit the Concrete Mixture Proportioning Design Test Plan(s) to the Contracting Officer at least 7 days prior to the start of the tests.

2.2.9 Mass Concrete Mixture Testing Requirements

Submit the mix proportions, slump, air content, temperature and the concrete cylinder testing results used to develop the mix design(s). Submit the results of the required tests listed in the following table for each proposed mix. Include the structure or portion of the structure where each submitted concrete mixture proportions is proposed for use. Include the dates planned for placing each concrete mixture proportion and the planned concrete placement temperature to allow evaluation of the concrete mixture proportion based on the submitted thermal analysis. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the quality of the new materials and concrete are satisfactory.

The Contractor shall conduct a minimum of three (3) trial mixture proportions. The Contractor shall develop an optimum mixture design with the right combination of materials that will reduce the amount of tensile stresses and the heat of hydration that could potentially lead to cracking.

The trial mixtures shall include but are not limited to the conditions and

SECTION 03 70 00 Page 17 testing requirements listed in this paragraph and paragraph Mass Concrete Mixture Testing Requirements.

The Contractor shall propose (2) mixture designs based on coarse aggregate gradations and or fine aggregate gradations of their choosing in addition to the (1) mixture design based on the Government provided coarse and fine aggregate gradations. The Contractor shall then test each of their proposed

(2) mixture designs with (3) different water to cement ratios. The results shall then be compared to the (1) mixture design based on the Government aggregate gradations with (3) water to cement ratios to match the water to cement ratios used on the Contractor proposed mixture designs.

Trial mixtures having proportions, consistencies, maximum slump, maximum air content, and adiabatic heat rise suitable for the work shall be made based on ACI 211.1, using at least three different water cementitious materials ratios (W/CM) which will produce a range of strengths encompassing those required for the work. For each portion of the structure, mixture proportions shall be selected so that the strength and (W/CM) requirements specified. The trial mixtures shall have a slump and air content within plus or minus 3/4 inch and plus or minus 0.5 percent, respectively, of the maximum permitted. The target water cementitious materials ratios required in paragraph "Maximum Water-Cementitious Materials (W/CM) Ratio," include the total weight of cement plus pozzolan and slag cement, converted from absolute volume as described in ACI 211.1.

Trial mixtures shall be designed in accordance with the procedure in ACI 211.1, Chapter 6, using the absolute volume basis for determining the required amount of fine aggregate. The dry rodded weight per cubic foot of the coarse aggregate determined according to ASTM C29/C29M; the fineness modulus of the fine aggregate determined according to COE CRD-C 104; the adiabatic heat rise and yield, slump and air content shall be reported. For each water cementitious materials ratio at least five pairs of test cylinders for each test age shall be made and cured in accordance with ASTM C192/C192M. They shall be tested in accordance with ASTM C39/C39M at 7, 14, 28, 56 and 90 days. From these test results a curve shall be plotted and submitted showing the relationship between water cementitious materials ratio and strength at design age.

The results of these tests shall be summarized in table form and included in the Concrete Mixture Proportioning Report. The Concrete Mixture Proportioning Report shall include the concrete mixture proportions for each mix design tested, the results of the testing in table form, descriptions of the resulting properties of the different mix designs and differences between mixes, and the reasons for selecting the Contractor's recommended optimal mix design for each structural element. The report shall be submitted to the Contracting Officer for approval.

The Contractor shall submit the combination of materials that will produce concrete to meet the requirements of the structure with respect to workability, dimensional stability and freedom from cracking, low temperature rise, adequate strength, durability and low permeability to the Government for approval.

Mass Concrete Mixture Testing Requirements

Test Name Test Standard

SECTION 03 70 00 Page 18

Mass Concrete Mixture Testing Requirements

Strength Testing Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C39/C39M

Modulus of Elasticity Standard Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression

ASTM C469/C469M at the following ages; 24 hours, 7 days, 28 days and 90 days

Freeze/Thaw Test Method for Length Change of Hardened Hydraulic Mortar and Concrete

ASTM C666/C666M and

ASTM C1646/C1646M

Thermal Properties

1. Concrete Heat of Hydration

Test Method for Heat of Hydration of Hydraulic Cement

ASTM C186 /

COE CRD-C 229

2. Temperature Rise Temperature Rise of Concrete

USBR 4911 /

COE CRD-C 38

3. Diffusivity Thermal Diffusivity of Concrete

USBR 4909 /

COE CRD-C 37

4. Specific Heat Specific Heat of Aggregates, Concrete and Other Materials

USBR 4907 /

COE CRD-C 124

5. Thermal Expansion Coefficient of Linear Thermal Expansion of Concrete

AASHTO T 336-15

Shrinkage Test Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete

ASTM C157/C157M

2.2.10 Thermal Analysis and Thermal Control Plan(s)

A Level 2 thermal analysis, as specified in ETL 1110-2-542 (dated 30 May

97) shall be performed on the optimum mix design to be used for the following structural concrete elements:Control Structure Foundation, Stilling Basin Foundation #1, Stilling Basin Foundation #2, Downstream Apron, Control Structure - Piers and Abutments, Stilling Basin Walls, and the Approach Walls. The thermal analysis shall include all assumptions and all calculations made. If a proprietary software is used, the submittal shall include a description of the program including all calculations, equations assumptions, material properties, etc. A complete list of all input and output from the program shall be included.

The thermal control plan shall determine the maximum temperature and maximum temperature differential which shall not exceed 160°F and 35°F, respectively. It shall address the corrective measures that will be taken if these become excessive. It shall address the maximum concrete placement temperature allowed based on the thermal analysis. The thermal control plan

SECTION 03 70 00 Page 19 shall include all methods, materials, and equipment the Contractor intends to use to control the maximum concrete temperature and temperature differential including the timing of application and removal of the controls. The plan shall also include the temperature monitoring that will be performed.

The thermal analysis, thermal control plan, and the adiabatic heat rise of the proposed mix designs shall be submitted at least 30 days in advance of the anticipated date of concrete placement.

2.2.11 Delivery of Samples

Representative samples for all concrete materials proposed for this project shall be delivered to the ITL that will be performing the trial batch testing at least 1 day prior to the start of that testing and at least 90 days before concrete placement is expected to begin. Samples of approved aggregates shall be obtained in accordance with the requirements of ASTM D75/D75M. Samples of materials other than aggregate shall be representative of those proposed for the project and shall be accompanied by manufacturer's test reports indicating compliance with applicable specification requirements.

2.3 CONSTRUCTION TOLERANCES

Construction tolerances shall meet the requirements of ACI 117 and the tables below. Level and grade tolerance measurements of slabs shall be made as soon as possible after finishing. When forms or shoring are used, the measurements shall be made prior to removal. Tolerances are not cumulative. The most restrictive tolerance controls. Tolerances shall not extend the structure beyond legal boundaries. Except as specified otherwise, plus tolerance increases the amount or dimension to which it applies, or raises a level alignment and minus tolerance decreases the amount or dimension to which it applied, or lowers a level alignment. A tolerance without sign means plus or minus. Where only one signed tolerance is specified, there is no limit in the other direction.

2.3.1 Tabulations and Definitions

Specified concrete finishes and tolerances: See Concrete Finishes and Tolerances AttachemntAttachment

2.4 CONCRETE MATERIALS

2.4.1 Cementitious Materials

2.4.1.1 Portland Cement

a. Portland cement shall conform to ASTM C150/C150M, Type II, low-alkali, including false-set requirement or as otherwise approved. Cement with a Blaine Fineness of four hundred and twenty (420) square meters per kilogram will be considered a Type III cement. In lieu of low-alkali cement, the Contractor may use a combination of portland cement that does not meet the low-alkali requirement with a pozzolan or slag provided the following requirement is met. The expansion of the proposed combination shall be equal to or less than the expansion of a low-alkali cement meeting the requirements of this paragraph when tested in general conformance with ASTM C441. The expansion tests shall be run concurrently at an independent laboratory that is nationally recognized to perform such tests. The Government reserves the right to confirm the test results to ensure the

SECTION 03 70 00 Page 20 low-alkali requirement is met. If the alkali requirements are not met the Government may provide adjustments for the percentage of pozzolan or slag in the combination to ensure these requirements are met.

b. Material Source of Cement - Contractor shall notify the Contracting Officer of the source, plant location, and storage/pickup location of all cement materials prior to conducting trial batch test. Contractor may submit more than one source for pre-approval trial batch testing. Cement will only be accepted from producers whose product has been tested by a lab which has been accredited under ASTM C1222 by the Cement and Concrete Reference Laboratory or any independent accreditation program which meets ASTM C1222. The evaluation and accreditation will be current and will have occurred within the last two years. A surveillance audit will be performed by a certified Lead Auditor, familiar with the concrete industry, to verify that the cement producer and its lab have sufficient controls to ensure that each lot/grind is properly sampled, tested, and identified. Contractor shall obtain approval for use of source prior to conducting laboratory trial batches for proposed concrete.

c. Receiving and Acceptance of Cement - A Test Report that meets the requirements of ASTM C150/C150M will be issued for each production lot and will accompany the shipment. Each test report will be inspected to ensure all the test results are within the limits specified by ASTM C150/C150M and the Project Specifications. The mill test report shall include a silo or lot identification that shall be cross-referenced on the Bill of Lading delivery document that is also provided with the load of cement. No cement shall be offloaded into the plant or plant storage facilities without matching Mill Certification and Bill of Lading delivery document provided with the load. The Mill Certification data will be charted to track any trends in the material characteristics.

As a part of the Contractor's Receiving and Acceptance Procedures, Contractor shall obtain current ASTM C917 reports from the Cement Manufacturer and shall record that data into a trend report for the purpose of verifying the consistent strength characteristics of the cement being used. In the event of a significant variance in the results as depicted by the ASTM C917 reports, Contractor shall notify Cement Manufacturer in writing and shall determine cause and effect of change and report information to Contracting Officer.

2.4.1.2 Pozzolan Other than Silica Fume

a) Pozzolan other than silica fume shall conform to ASTM C618, Class F, and, in addition, limits in Table 3, Uniformity Requirements (for entrained air) shall apply to all fly ash. Fly ash shall also meet the requirements for Effectiveness in Controlling Alkali-Silica Reaction in Table 3. Test results showing that the proposed combination of cementitious materials and aggregates will expand less than 0.10 percent in 16 days when tested in accordance with ASTM C1567 may be substituted for the Effectiveness in Controlling Alkali-Silica Reaction test.

b. Material Source of Pozzolans - Contractor shall notify the Contracting Officer of the source, plant location, and storage/pickup location of all pozzolans (fly ash) materials prior to conducting trial batch test.

Contractor may submit more than one source for pre-approval for trial batch testing. Fly ash will only be accepted from producers whose product has been tested by a lab which has been accredited by the National Voluntary Laboratory Accreditation Program, American Association for Laboratory Accreditation, AASHTO Accreditation Program or other nationally recognized

SECTION 03 70 00 Page 21 independent authority or has been certified to ISO 17025. A surveillance audit will be performed by a certified Lead Auditor to certify and verify that the fly ash producer/provider and its lab have sufficient controls to ensure that each lot is properly sampled, tested, and identified.

Contractor shall obtain approval for use of source prior to conducting laboratory trial batches for proposed concrete mixture proportions.

Contractor shall obtain approval for use of source prior to conducting laboratory trial batches for proposed concrete mixture proportions. Daily results of ASTM C311/C311M testing for Moisture Content, Loss on Ignition, and Fineness will be emailed or delivered to the Contractor's batching operation for continued acceptance of material.

c. Receiving and Acceptance of Pozzolan - A test report that meets the requirements of ASTM C618 will be issued for each production period. Each test report will be inspected to ensure all tests are within the limits specified by ASTM C618 and any additional requirements per the project specifications. The data will be charted to track trends.

2.4.1.3 Slag Cements

a. Slag cements shall conform to ASTM C989/C989M, Grade 100.

b. Material Source of Slag Cement - Contractor shall notify the Contracting Officer of the source, plant location, and storage/pickup location of all Slag Cement materials prior to conducting trial batch test. Contractor may submit more than one source for pre-approval for trial batch testing. Slag Cement will only be accepted from producers whose product has been tested by a lab which has been accredited by the National Voluntary Laboratory Accreditation Program, American Association for Laboratory Accreditation, AASHTO Accreditation Program or other nationally recognized independent authority. A surveillance audit will be performed by a certified Lead Auditor to verify that the Slag Cement producer and its lab have sufficient controls to ensure that each lot/grind is properly sampled, tested, and identified. Contractor shall obtain approval for use of source prior to conducting laboratory trial batches for proposed concrete mixes.

c. Receiving and Acceptance of Slag Cement - A test report that meets the requirements of ASTM C989/C989M will be issued for each production period.

Each test report will be inspected to ensure all the test results are within the limits specified by ASTM C989/C989M and any additional requirements per the project specifications. The data will be charted to track trends.

2.4.1.4 Silica Fume

Conform silica fume to ASTM C1240. Conform available alkalis to the optimal limit given in Table 2 of ASTM C1240. Silica fume may be furnished as a dry, densified material or as a slurry. Proper mixing is essential to accomplish proper distribution of the silica fume and avoid agglomerated silica fume which can react with the alkali in the cement resulting in premature and extensive concrete damage. Use a High Range Water Reducer (HRWR) with silica fume.

2.4.1.5 Storage and Handling of Cementitious Materials

a. Transportation of Cementitious Materials - When bulk cement, pozzolan, or slag cement is not unloaded from primary carriers directly into weather-tight hoppers at the batching plant, transportation from the railhead, mill, or intermediate storage to the batching plant shall be

SECTION 03 70 00 Page 22 accomplished in adequately designed weather-tight trucks, conveyors, or other means that will protect the material from exposure to moisture.

b. Storage of Cementitious Materials - Cementitious materials shall be furnished in bulk except that cement used for finishing and patching may be packaged. Immediately upon receipt at the site of the work, all cementitious materials shall be stored in separate dry, weather-tight, and properly ventilated structures. All storage facilities shall permit easy access for inspection and identification. In order that cement may not become unduly aged after delivery, the Contractor shall use any cement that has been stored at the site for 30 days or more before using cement of lesser age.

c. Separation of Cementitious Materials - Separate facilities shall be provided for unloading, transporting, and handling each cementitious material. Separate appropriate storage facilities shall be provided for each type of cementitious material. The contents of each storage facility shall be plainly marked with a large permanent sign posted near the loading port, and Contractor shall employ a procedure to secure the separate silos and maintain a lock and key system to assure that no cementitious material is off-loaded into the wrong silo or storage facility.

d. The temperature of the cementitious materials as delivered to the site shall not exceed 150 degrees F.

2.4.2 Aggregate Sources

Concrete…