03 30 53.09 26 Am-0001.pdf

Outdoor Station Svc XFMR B Install, Ft Peck Dam, MT FP67

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 53.00 26

CAST-IN-PLACE CONCRETE AND FOUNDATIONS

PART 1 GENERAL

1.1 DESCRIPTION OF WORK

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Concrete Qualifications

1.4.2 Regulatory Requirements

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Strength

2.1.2 Concrete Mixture Proportions

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Pozzolan

2.2.1.3 Blended Cements

2.2.2 Aggregates

2.2.3 Admixtures

2.2.3.1 Air-Entraining Admixture

2.2.3.2 Accelerating Admixture

2.2.3.3 Water-Reducing or Retarding Admixture

2.2.4 Water

2.2.5 Reinforcing Steel

2.2.6 Fiber Reinforced Concrete

2.2.7 Expansion Joint Filler Strips, Premolded

2.2.8 Joint Sealants - Field Molded Sealants

2.2.9 Formwork

2.2.10 Form Coatings

2.2.11 Curing Materials

2.2.12 NON-SHRINK GROUT

2.3 READY-MIX CONCRETE

2.4 ACCESSORIES

2.4.1 Waterstops

2.4.1.1 PVC Waterstop

2.4.1.2 Rubber Waterstop

2.4.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.5 EPOXY ADHESIVE GROUT

PART 3 EXECUTION

3.1 Construction Tolerances

3.2 PREPARATION

3.2.1 Embedded Items

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Am-0001

3.2.2 Formwork Installation

3.2.3 Production of Concrete

3.2.3.1 Ready-Mixed Concrete

3.2.3.2 Concrete Made by Volumetric Batching and Continuous Mixing

3.2.4 Waterstops

3.3 CONVEYING AND PLACING CONCRETE

3.3.1 Cold-Weather Requirements

3.3.2 Hot-Weather Requirements

3.4 FINISHING

3.4.1 Temperature Requirement

3.4.2 Finishing Formed Surfaces

3.4.3 Finishing Unformed Surfaces

3.5 CURING AND PROTECTION

3.6 FORM WORK

3.6.1 Removal of Forms

3.7 STEEL REINFORCING

3.7.1 Fabrication

3.7.2 Splicing

3.7.3 Supports

3.8 EMBEDDED ITEMS

3.9 LOW-PRESSURE EPOXY ADHESIVE GROUT INJECTION

3.9.1 Surface Preparation

3.9.2 Foundation Cracks

3.9.3 Inspection

3.10 TESTING AND INSPECTING

3.10.1 Field Testing Technicians

3.10.2 Preparations for Placing

3.10.3 Sampling and Testing

3.10.4 Action Required

3.10.4.1 Placing

3.10.4.2 Air Content

3.10.4.3 Slump

3.10.5 Water Tightness Testing

-- End of Section Table of Contents --

SECTION 03 30 53.09 26 Page 2

SECTION 03 30 53.00 26

CAST-IN-PLACE CONCRETE AND FOUNDATIONS

PART 1 GENERAL

1.1 DESCRIPTION OF WORK

This Section covers requirements applicable to the mix design, placement, and inspection of the foundations and containment for the Station Service transformer and various other cast-in-place concrete. These requirements are in addition to those contained in the Specification sections covering the specific items of work or as shown.

1.2 REFERENCES

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

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

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

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

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

Errata 6 2016; Errata 7 2017) Building Code Requirements for Structural Concrete and Commentary

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

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2015) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A615/A615M (2015a; E 2015) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C1064/C1064M (2011) Standard Test Method for Temperature of Freshly Mixed

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Hydraulic-Cement Concrete

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

ASTM C150/C150M (2015) Standard Specification for Portland Cement

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

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2015a) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2015a) Standard Specification for Chemical Admixtures for Concrete

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 C920 (2014a) Standard Specification for Elastomeric Joint Sealants

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

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

ASTM D471 (2012a) Standard Test Method for Rubber Property - Effect of Liquids

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

40 CFR 247 Comprehensive Procurement Guideline for Products Containing Recovered Materials

1.3 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 accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Air-Entraining Admixture Accelerating Admixture Water-Reducing or Retarding Admixture Curing Materials Conveying and Placing Concrete Formwork Mix Design Data; G Ready-Mix Concrete Mechanical Reinforcing Bar Connectors Fiber Reinforced Concrete; G, HDC

SD-05 Design Data

Mix Design Data; G, HDC

SD-06 Test Reports

Aggregates Concrete Mixture Proportions; G Compressive Strength Testing; G Slump; G Air Content Water Foundation Containment Crack Inspection Report; G, HDC

SD-07 Certificates

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Cementitious Materials Pozzolan Aggregates Delivery Tickets Concrete Field Testing Technician - Grade 1; G Concrete Quality Technical Manager; G

SD-08 Manufacturer's Instructions

Curing

1.4 QUALITY ASSURANCE

Indicate specific locations of Concrete Placement, Steel Reinforcement, Accessories, Construction Joints, Control Joints, and conduit routed through the foundations on detail drawings and include, but not be limited to, cubic feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement of cast-in-place concrete section. Submit detail drawings in accordance with SECTION 33 00 00.01 26. Include the mix design information on the drawings in a tabular formate indicating at a minimum design strength, required slump, required air content, maximum aggregate, and all admixtures. The Government will retain the option to sample and test aggregates and concrete to determine compliance with the specifications. The Contractor shall provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples.

1.4.1 Concrete Qualifications

An ACI certified Concrete Field Testing Technician - Grade 1 is required to perform or witness all site testing. Provide an ACI Concrete Quality Technical Manager thoughout the entire concrete installation process to include, but not limited to, sampling, forming, placement, and curing. It is permissable for one indivdual to hold both certificates. Submit qualification certificates 90 days prior to concrete placement.

1.4.2 Regulatory Requirements

The state statutory and regulatory requirements form a part of this specification to the extent referenced.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Sample concrete in accordance with ASTM C172/C172M. Determine slump and air content in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Prepare, cure, and transport compression test specimens in accordance with ASTM C31/C31M. Test compression test specimens in accordance with ASTM C39/C39M. Take samples for strength tests not less than once each shift in which concrete is produced. Provide a minimum of five specimens from each sample; two to be tested at 28 days (90 days if pozzolan is used) for acceptance, two will be tested at 7 days for information and one held in reserve. The requirements for cylinder testing may be waived if the concrete is a standard batch mix and the plant has previous test results indicating that the mix meets the requirements for these specifications.

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2.1.1 Strength

Acceptance test results are the average strengths of two specimens tested at 28 days (90 days if pozzolan is used). The strength of the concrete is considered satisfactory so long as the average of three consecutive acceptance test results equal or exceed the specified compressive strength, f'c, and no individual acceptance test result falls below f'c by more than 500 psi.

2.1.2 Concrete Mixture Proportions

Concrete mixture proportions are the responsibility of the Contractor.

Mixture proportions must include the dry weights of cementitious material(s); the nominal maximum size of the coarse aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine and coarse aggregates; the quantities, types, and names of admixtures; and quantity of water per yard of concrete. Provide materials included in the mixture proportions of the same type and from the same source as will be used on the project. The specified compressive strength f'c is at minimum 4,500 psi at 28 days (90 days if pozzolan is used). Indicate the nominal maximum coarse aggregate and gradation; select a maximum aggregate meeting the requirements of ACI 318 . The air content must be between 4.5 and 7.5 percent, with a slump between 2 and 4 inches. The maximum water-cementitious material ratio is 0.45. Submit the applicable test reports and mixture proportions that will produce concrete of the quality required, ten days prior to placement of concrete.

2.2 MATERIALS

Submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for the specified materials.

2.2.1 Cementitious Materials

Submit Manufacturer's certificates of compliance, accompanied by mill test reports, attesting that the concrete materials meet the requirements of the specifications in accordance with the Special Clause "CERTIFICATES OF COMPLIANCE". Also, certificates for all material conforming to EPA's Comprehensive Procurement Guidelines (CPG), in accordance with 40 CFR 247 .

Provide cementitious materials that conform to the appropriate specifications listed:

2.2.1.1 Portland Cement

ASTM C150/C150M, Type II.

2.2.1.2 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class F.

2.2.1.3 Blended Cements

a. Blended cements must conform to ASTM C595 Type IP, IS, IL (max 15%), or ASTM C1157 Type GU.

b. The pozzolan added to the Type IP blend must be ASTM C618 Class F fly ash and must be interground with the cement clinker.

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c. Slag cement added to the Type IS blend must meet ASTM C989/C989M.

d. Limestone, as defined by ASTM C51, shall be naturally occurring with a calcium carbonate content of at least 70% by mass in accordance with ASTM C114.

2.2.2 Aggregates

For fine and coarse aggregates meet the quality and grading requirements of ASTM C33/C33M. Submit certificates of compliance and test reports for aggregates showing the material(s) meets the quality and grading requirements of the specifications under which it is furnished. *Am-1 Do not use aggregate susceptible to alkali-carbonate reaction (ACR). Provide aggregate with an aggregate-reactivity class of R0 as defined in ASTM C1778.

**Am-1

2.2.3 Admixtures

Provide admixtures, when required or approved, in compliance with the appropriate specification listed. Retest chemical admixtures that have been in storage at the project site, for longer than 6 months or that have been subjected to freezing, at the expense of the Contractor at the request of the Contracting Officer and will be rejected if test results are not satisfactory.

2.2.3.1 Air-Entraining Admixture

Provide air-entraining admixture that meets the requirements of

ASTM C260/C260M.

2.2.3.2 Accelerating Admixture

Not used.

2.2.3.3 Water-Reducing or Retarding Admixture

Provide water-reducing or retarding admixture meeting the requirements of ASTM C494/C494M, Type A, B, or D.

2.2.4 Water

Mixing and curing water in compliance with the requirements of ASTM C1602/C1602M ; free of injurious amounts of oil, acid, salt, or alkali.

2.2.5 Reinforcing Steel

Provide reinforcing bars conforming to the requirements of ASTM A615/A615M , Grade 60, deformed. Provide welded steel wire reinforcement conforming to the requirements of ASTM A1064/A1064M . Detail reinforcement not indicated in accordance with ACI 301 and ACI SP-66 . Provide mechanical reinforcing bar connectors in accordance with ACI 301 and provide 125 percent minimum yield strength of the reinforcement bar.

2.2.6 Fiber Reinforced Concrete

Fiber Reinforced Concrete must conform to the requirements of ASTM C1116/C1116M . Provide nylon type fibers to prevent plastic and

SECTION 03 30 53.09 26 Page 8 temperature shrinkage cracking. Adjust the concrete mix design as recommended by the manufacturers instructions. Use Fiber Reinforced Concrete on any concrete which contains oil.

2.2.7 Expansion Joint Filler Strips, Premolded

Expansion joint filler strips, premolded of sponge rubber conforming to ASTM D1752, Type I.

2.2.8 Joint Sealants - Field Molded Sealants

Conform to ASTM C920, Type M, Grade NS, Class 25, use NT for vertical joints and Type M, Grade P, Class 25, use T for horizontal joints.

Provide polyethylene tape, coated paper, metal foil, or similar type bond breaker materials. The backup material needs to be compressible, nonshrink, nonreactive with the sealant, and a nonabsorptive material such as extruded butyl or polychloroprene foam rubber. Immediately prior to installation of field-molded sealants, clean the joint of all debris and further cleaned using water, chemical solvents, or other means as recommended by the sealant manufacturer or directed.

2.2.9 Formwork

Design and engineer the formwork as well as its construction in accordance with ACI 301 and ACI 347 . Fabricate of wood, steel, or other approved material. Submit formwork design prior to the first concrete placement.

2.2.10 Form Coatings

Provide form coating in accordance with ACI 301 .

2.2.11 Curing Materials

Provide curing materials in accordance with ACI 301 and ACI 308.1 . Provide curing compound conforming to ASTM C309. Submit manufacturer's instructions for placing evaporative retardant and curing compound.

2.2.12 NON-SHRINK GROUT

Provide non-shrink grout which is inorganic, non-metallic, non-gas-liberating cement-based meeting all requirements of ASTM C1107/C1107M ; with a minimum 28-day compressive strength of 5,000 pounds per square inch (psi); and with no shrinkage (0.0 percent) and a maximum 2.0 percent expansion in the hardened state.

2.3 READY-MIX CONCRETE

Provide ready-mix concrete with mix design data conforming to ACI 301 Part

2. Submit delivery tickets in accordance with ASTM C94/C94M for each ready-mix concrete delivery, include the following additional information:

a. Type and brand cement

b. Cement content in 94-pound bags per cubic yard of concrete

c. Maximum size of aggregate

d. Amount and brand name of admixture

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e. Total water content expressed by water to cementitious materials ratio

2.4 ACCESSORIES

2.4.1 Waterstops

Provide waterstops that are specifically designed for fuels, oils, and other hydro carbons liquids for any secondary containment joints.

2.4.1.1 PVC Waterstop

Polyvinylchloride waterstops conforming to COE CRD-C 572 .

2.4.1.2 Rubber Waterstop

Rubber waterstops conforming to COE CRD-C 513 .

2.4.1.3 Thermoplastic Elastomeric Rubber Waterstop

Thermoplastic elastomeric rubber waterstops conforming to ASTM D471.

2.5 EPOXY ADHESIVE GROUT

Provide epoxy adhesive grout for structural crack repair that is a two part epoxy adhesive meeting all requirements of ASTM C881/C881M. Provide epoxy adhesive grout that exceeds the tensile and shear strength of the base concrete and has a similar modulus of elsticity to the concrete.

Provide epoxy adhesive grout that is suitable for thin and thick sections in accordance with manufacturer's instructions.

PART 3 EXECUTION

3.1 Construction Tolerances

Apply a Class "C" finish to all surfaces except those specified to receive a Class "D" finish. Apply a Class "D" finish to all post-construction surfaces which will be permanently concealed. Surface requirements for the classes of finish required are as specified in ACI 117 .

3.2 PREPARATION

Prepare construction joints to expose coarse aggregate. The surface must be clean, damp, and free of laitance. Construct ramps and walkways, as necessary, to allow safe and expeditious access for concrete and workmen.

Remove snow, ice, standing or flowing water, loose particles, debris, and foreign matter. Satisfactorily compact earth foundations. Make spare vibrators available. Placement cannot begin until the entire preparation has been accepted by the Government.

3.2.1 Embedded Items

Secure reinforcement in place after joints, anchors, and other embedded items have been positioned. Arrange internal ties so that when the forms are removed the metal part of the tie is not less than 2 inches from concrete surfaces permanently exposed to view or exposed to water on the finished structures. Prepare embedded items so they are be free of oil and other foreign matters such as loose coatings or rust, paint, and scale. The embedding of wood in concrete is permitted only when specifically authorized or directed. Provide all equipment needed to

SECTION 03 30 53.09 26 Page 10 place, consolidate, protect, and cure the concrete at the placement site and in good operating condition.

3.2.2 Formwork Installation

Forms must be properly aligned, adequately supported, and mortar-tight.

Provide smooth form surfaces, free from irregularities, dents, sags, or holes when used for permanently exposed faces. Chamfer all exposed joints and edges, unless otherwise indicated.

3.2.3 Production of Concrete

3.2.3.1 Ready-Mixed Concrete

Provide ready-mixed concrete conforming to ASTM C94/C94M except as otherwise specified.

3.2.3.2 Concrete Made by Volumetric Batching and Continuous Mixing

Conform to ASTM C685/C685M.

3.2.4 Waterstops

Install and splice waterstops as directed by the manufacturer.

3.3 CONVEYING AND PLACING CONCRETE

Convey and place concrete in accordance with ACI 301 and ACI 304R .

3.3.1 Cold-Weather Requirements

Place concrete in cold weather in accordance with ACI 306R.

3.3.2 Hot-Weather Requirements

Place concrete in hot weather in accordance with ACI 305R.

3.4 FINISHING

3.4.1 Temperature Requirement

Do not finish or repair concrete when either the concrete or the ambient temperature is below 50 degrees F, unless provisions for cold weather concreting are provided, such as supplementary heating or admixture.

3.4.2 Finishing Formed Surfaces

Finished formed surface in accordance with ACI 301, Section 5. Remove all fins and loose materials, and surface defects including filling of tie holes. Repair all honeycomb areas and other defects. Remove all unsound concrete from areas to be repaired. Ream or chip surface defects greater than 1/2 inch in diameter and holes left by removal of tie rods in all surfaces not to receive additional concrete and fill with dry-pack mortar. Brush-coat the prepared area with an approved epoxy resin or latex bonding compound or with a neat cement grout after dampening and filling with mortar or concrete. Use a blend of portland cement and white cement in mortar or concrete for repairs to all surfaces permanently exposed to view shall be so that the final color when cured is the same as adjacent concrete.

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3.4.3 Finishing Unformed Surfaces

Finish unformed surfaces in accordance with ACI 301 .

Tolerances:

Class A: 1/8 inch in 10 foot Class B: 1/4 inch in 10 foot

Surfaces Exposed to View:

Provide a smooth finish for exposed concrete surfaces.

Remove fins and projections, and patch voids, air pockets, and honeycomb.

Fill tie holes with nonshrink nonmetallic grout.

Float Finish:

After concrete has been placed, consolidated, struck off, and leveled, do no further work until ready for floating.

Begin floating when water sheen has disappeared and surface has stiffened sufficiently to permit operation.

During or after first floating, check planeness of entire surface with a 10 foot straightedge applied at not less than two different angles.

Cut down all high spots and fill all low spots during this procedure to produce a surface within Class B tolerance throughout.

Refloat slab immediately to a uniform sandy texture.

Troweled Finish:

Float finish surface.

Next power trowel, and or finally hand trowel.

Produce a smooth surface which is relatively free of defects with hand troweling.

Perform additional troweling by hand after surface has hardened sufficiently.

Final trowel when a ringing sound is produced as trowel is moved over surface.

Thoroughly consolidate surface by hand troweling.

Leave finished surface essentially free of trowel marks, uniform in texture and appearance, and place to a Class A tolerance.

Broom Finish: Immediately after concrete has received float finish as specified, give it a transverse scored texture by drawing a broom across surface.

FINISH LOCATION

Float Concrete pads for electrical equipment.

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FINISH LOCATION

Trowel NOT APPLICABLE

Broom Sidewalks

3.5 CURING AND PROTECTION

Cure and protect in accordance with ACI 301 and ACI 308.1 . For initial curing, utilize evaporation redardant. For final curing, install liquid membrane-forming curing compound.

3.6 FORM WORK

Provide form work in accordance with ACI 301 .

3.6.1 Removal of Forms

Remove forms in accordance with ACI 301 .

3.7 STEEL REINFORCING

Reinforcement must be free from loose, flaky rust and scale, and free from oil, grease, or other coating which might destroy or reduce the reinforcement's bond with the concrete.

3.7.1 Fabrication

Shop fabricate steel reinforcement in accordance with ACI 318 and ACI SP-66 .

Provide shop details and bending in accordance with ACI 318 and ACI SP-66 .

3.7.2 Splicing

Perform splices in accordance with ACI 318 and ACI SP-66 .

3.7.3 Supports

Secure reinforcement in place by the use of metal or concrete supports, spacers, or ties.

3.8 EMBEDDED ITEMS

Before placing concrete, take care to determine that all embedded items are firmly and securely fastened in place. Provide embedded items free of oil and other foreign matter, such as loose coatings of rust, paint and scale. Embedding of wood in concrete is permitted only when specifically authorized or directed.

3.9 LOW-PRESSURE EPOXY ADHESIVE GROUT INJECTION

Prior to performing the containment water tightness testing, inspect the foundations and containments for cracks, spalls, and voids and prepare a report of findings and recommendations. Mark and photograph cracks and spalls to receive repair. Include the photographs as part of the report.

Repair all cracks extending into the reinforced concrete with a low-pressure adhesive grout injection. Submitting a Foundation Containment Crack Inspection Report for Government approval.

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3.9.1 Surface Preparation

Areas to receive repair are required to be clean, free of all standing water, and free of dirt, cementitious dust, laitance, oil or any other deleterious material. Clean grout and concrete in a manner that does not fracture the surrounding concrete or damage the existing bearing plate.

Cleaning with compressed air should be done in a manner that does not introduce oils into the area to be repaired.

3.9.2 Foundation Cracks

Repair cracks in structural concrete and foundation grout with ASTM C881/C881M epoxy resin having an appropriate viscosity for the crack thickness. Cracks are not to be excavated or "V" notched by grinding.

The low pressure grout injection shall occur through drill holes drilled into the crack fitted with ports and the surface of the crack shall be sealed with a dam of epoxy resin that is bonded at the surface.

3.9.3 Inspection

Contractor to verify efficacy of crack repairs made according to the specified methods.

3.10 TESTING AND INSPECTING

Report the results of all tests and inspections conducted at the project site informally at the end of each shift in the daily QC report. Submit written reports weekly. Deliver within three days after the end of each weekly reporting period.

3.10.1 Field Testing Technicians

The individuals who sample and test concrete must have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

3.10.2 Preparations for Placing

Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each concrete placement to certify that it is ready to receive concrete.

3.10.3 Sampling and Testing

Obtain samples and test concrete for quality control during placement.

Sample fresh concrete for testing in accordance with ASTM C172/C172M.

a. Sample concrete for compressive strength testing every 150 cubic yards of concrete and at least once per day for each design mix; make six test cylinders comforming to ASTM C31/C31M. Perform compressive strength testing conforming to ASTM C39/C39M. Test two cylinders at 7 days; two cylinders at 28 days; and hold two cylinders in reserve.

b. Test slump at the plant for each design mix in accordance with ASTM C143/C143M at least once per day . Test slump at site in accordance with ASTM C143/C143M at least once during each truck placement .

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c. Test air content for air-entrained concrete in accordance with ASTM C231/C231M. Check air content at least once during each placement for each strength of concrete required.

d. Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M . Check concrete temperature at least once during each shift that concrete is placed for each strength of concrete required.

3.10.4 Action Required

3.10.4.1 Placing

Do not begin placement until the availability of an adequate number of acceptable vibrators, which are in working order and have competent operators, has been verified. Discontinue placing if any lift is inadequately consolidated.

3.10.4.2 Air Content

Whenever an air content test result is outside the specification limits, adjust the dosage of the air-entrainment admixture prior to delivery of concrete to forms.

3.10.4.3 Slump

Whenever a slump test result is outside the specification limits, adjust the batch weights of water and fine aggregate prior to delivery of concrete to the forms. Make the adjustments so that the water-cementitious material ratio does not exceed that specified in the submitted concrete mixture proportion and the required concrete strength is still met.

3.10.5 Water Tightness Testing

Demonstrate water tightness by sealing the drain pipe within in the downstream vault then filling the local transformer containment with fresh water. Ensure water loss is not more than expected evaporation in a 24 hour period. Repeat the test if precipitation causes inflow to the vaults during the test period. If applicable, perform water testing according to the precast concrete producer's recommendations regarding pre-soak.

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