Attachment 3 -03 30 00.99_Cast Conc.pdf

SECTION 03 30 00.99 Page 1

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.99

MISC CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SCOPE

1.2 QUALITY CONTROL

1.2.1 General

1.2.2 Reporting

1.3 REFERENCES

1.4 EVALUATION AND ACCEPTANCE

1.5 SUBMITTALS

1.6 MEASUREMENT AND PAYMENT

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

2.1.1.2 Portland-Pozzolan Cement

2.1.2 Aggregates

2.1.3 Admixtures

2.1.3.1 Air-Entraining Admixture

2.1.3.2 Water-Reducing or Retarding Admixtures

2.1.4 Curing Materials

2.1.4.1 Burlap

2.1.4.2 Impervious Sheets

2.1.4.3 Membrane-forming Compounds

2.1.5 Water

2.1.6 Concrete Quality

2.1.6.1 Concrete Mix Proportions

2.1.7 Form Material

2.1.8 Reinforcing Materials

2.1.8.1 Smooth Dowels

2.1.8.2 Reinforcing Steel

2.1.8.3 Wire Ties

2.1.9 Non-shrink Grout

2.1.10 Two-Part Epoxy Grout for Concrete Anchors

2.1.11 Contraction Joint Strips

2.1.12 Preformed Expansion Joint Filler

2.1.13 Sealant

2.1.13.1 Preformed Polychloroprene Elastomeric Type

2.1.13.2 Lubricant for Preformed Compression Seals

2.1.13.3 Field-Molded Type

PART 3 EXECUTION

3.1 PRODUCTION OF CONCRETE

3.2 PREPARATION FOR PLACING

3.2.1 Embedded Items

3.3 PLACING

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3.3.1 General

3.3.2 Time Interval between Mixing and Placing

3.3.3 Cold-Weather Placing

3.3.4 Hot-Weather Placing

3.3.5 Consolidation

3.3.6 Formwork

3.3.7 Construction Tolerances

3.3.8 Furnishing and Placing Steel Reinforcement

3.3.8.1 Cutting and Bending

3.3.8.2 Concrete Cover

3.3.8.3 Splicing

3.3.8.4 Supports

3.3.9 Epoxy Grout Anchors

3.3.9.1 Installation Recommendations and Instructions

3.3.9.2 Anchor Holes

3.4 JOINTS

3.4.1 Construction Joint Treatment

3.4.1.1 Surface Condition

3.5 FINISHING

3.5.1 Unformed Surfaces

3.5.1.1 General

3.5.1.2 Float Finish

3.5.1.3 Trowel Finish

3.6 CURING AND PROTECTION

3.6.1 General

3.7 PROTECTION

3.8 TESTS AND INSPECTION

3.8.1 Testing Plan

3.8.2 Inspection Details and Frequency of Testing

3.8.2.1 Preparations for Placing

3.8.2.2 Air Content

3.8.2.3 Slump

3.8.2.4 Strength

3.8.2.5 Consolidation and Protection

3.8.3 Action Required

3.8.3.1 Placing

3.8.3.2 Air Content

3.8.3.3 Slump

3.8.3.4 Strength

3.8.4 Reports

-- End of Section Table of Contents --

SECTION 03 30 00.99 Page 3

PART 1 GENERAL

1.1 SCOPE

The work covered by this section consists of furnishing all material and equipment, and performing all labor for concrete reinforcing, formwork and the manufacture, transporting, placing, finishing, and curing of concrete, in these specifications. The extent of concrete work shall be as specified in each task order.

1.2 QUALITY CONTROL

1.2.1 General

The Contractor shall establish and maintain quality control for all operations to assure compliance with contract requirements and maintain records of quality control for all construction operations, including but not limited to the following:

(a) Forms (line and grade, mortar tightness, bracing, and embedded items).

(b) Placement (lifts, vibrating).

(c) Finishing.

(d) Curing.

(e) Aggregate Gradations.

(f) Reinforcing.

(g) Concrete mixture.

(h) Slump Testing.

(i) Air Content Testing.

(j) Concrete Cylinders.

(k) The laboratory performing the tests shall conform to ASTM

E 329 and perform tests in accordance with applicable requirements of ASTM Standards.

1.2.2 Reporting

A copy of these records and tests, as well as the records of corrective action taken, shall be furnished to the Government daily.

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 M 182 (2005; R 2017) Standard Specification for

Burlap Cloth Made from Jute or Kenaf and Cotton Mats

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AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 315 (2018) Guide to Presenting Reinforcing

Steel Design Details

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

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

Reinforcement

ASTM C1107/C1107M (2013) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

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

ASTM C150/C150M (2019a) Standard Specification for Portland Cement

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

ASTM C172/C172M (2010) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231/C231M (2017a) 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 C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2014) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C494/C494M (2013) Standard Specification for Chemical Admixtures for Concrete

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ASTM C595/C595M (2018) Standard Specification for Blended Hydraulic Cements

ASTM C881/C881M (2013) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM D1752 (2018) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D2628 (1991; R 2016) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

ASTM D2835 (1989; R 2017) Standard Specification for Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D5249 (2016) Standard Specification for Backer Material for Use with Cold- and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

ASTM E1512 (2015) Standard Test Methods for Testing Bond Performance of Bonded Anchors

1.4 EVALUATION AND ACCEPTANCE

The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive individual strength tests (average of two cylinders) equal or exceed the required specified strength f'c and no individual strength test (average of two cylinders) falls below the specified strength f'c by more than 500 pounds per square inch.

1.5 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-01 Preconstruction Submittals

Testing Plan; G Placing; G

SD-02 Shop Drawings

Reinforcing Materials; G Two-Part Epoxy Grout For Concrete Anchors; G

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SD-03 Product Data

Air-Entraining Admixture; G Water-Reducing Or Retarding Admixtures; G Curing Materials; G Form Material; G Non-Shrink Grout; G

SD-04 Samples

Lubricant For Preformed Compression Seals; G

SD-05 Design Data

Concrete Mix Proportions; G

SD-06 Test Reports Premolded Expansion Joint Filler Strips; G Compression Seals And Lubricant; G Metallic Waterstops; G

SD-07 Certificates

Cementitious Materials; G Two-Part Epoxy Grout For Concrete Anchors; G

1.6 MEASUREMENT AND PAYMENT

MISCELLANEOUS CONCRETE WORK. Miscellaneous concrete work to be performed shall be as specified within each task order. Measurement and payment will be made at the negotiated per Job unit price, for “Miscellaneous Concrete Work”, which prices and payments shall constitute full compensations for the cost of labor, equipment, materials, supplies, supervision, and incidentals necessary to complete the task order specified miscellaneous concrete work in accordance with the contract specifications. Unit cost shall cover all aspects required to complete the Job and shall be negotiated and determined at the task order level.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

Cementitious materials shall be portland cement or portland-pozzolan cement and shall conform to appropriate specifications listed below.

2.1.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum amount of C3A in Type I cement is 15 percent including false set requirements.

2.1.1.2 Portland-Pozzolan Cement

ASTM C595/C595M, Type IP (MS).

2.1.2 Aggregates

Fine and coarse aggregates shall conform to the requirements of

ASTM C33/C33M.

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2.1.3 Admixtures

Admixtures to be used, when required or permitted, shall conform to the appropriate specification listed below:

2.1.3.1 Air-Entraining Admixture

ASTM C260/C260M.

2.1.3.2 Water-Reducing or Retarding Admixtures

ASTM C494/C494M, Type A, B, or D.

2.1.4 Curing Materials

2.1.4.1 Burlap

AASHTO M 182

2.1.4.2 Impervious Sheets

ASTM C171, type optional, except that polyethylene film, if used, shall be white opaque.

2.1.4.3 Membrane-forming Compounds

ASTM C309, Type 1-D, Class A or Class B. Curing compound shall be compatible with subsequent surface finishes indicated on the drawings or specified herein.

2.1.5 Water

Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, or alkali, organic matter or other deleterious substances.

2.1.6 Concrete Quaility

Specified compressive strength f'c shall be 4000 pounds per square inch at 28 days. Concrete shall have a minimum cementitious content of 500 pounds per cubic yard and a maximum water cement ratio by weight of 0.45. The maximum nominal size coarse aggregate shall be 1-inch. The air content shall be 6.0+ 1.5 percent. The slump shall not vary more than + 1-1/2 inch from 3-1/2 inches.

2.1.6.1 Concrete Mix Proportions

The proportions of the concrete materials in the mix shall be the responsibility of the Contractor. Prior to placement of concrete, the Contractor shall submit mixture proportions to be used during construction which will produce concrete of the qualities required, along with the source of concrete. The date of the Contractor's mix designs shall not exceed 12 months prior to the month/ year submitted to the government.

Mixture proportions shall include dry weights of cement, saturated surface-dry weights of fine and coarse aggregates, and quantities, type and name of admixtures and total quantity of water per cubic yard of concrete. Also satisfactory evidence shall be given that the materials to be used and the proportions selected will produce concrete of the quality specified. All materials included in the mixture proportions shall be of the same type and from the same source as will be used on the project.

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2.1.7 Form Material

Material with sufficient ability to withstand pressure of placed concrete without bow or deflection.

2.1.8 Reinforcing Materials

Submit shop drawings which include: reinforcement steel placement drawings; reinforcement steel schedules showing quantity size, shape, dimensions, weight per foot, total weights; and details of bar supports showing types, sizes, spacing and sequence.

2.1.8.1 Smooth Dowels

Smooth dowels shall conform to ASTM A615/A615M, Grade 60.

2.1.8.2 Reinforcing Steel

Reinforcing steel shall be deformed bars conforming to ASTM A615/A615M, Grade 60 and sizes as indicated on the drawings.

2.1.8.3 Wire Ties

Wire ties shall be 16-gauge or heavier black annealed steel wire.

2.1.9 Non-shrink Grout

Non-shrink grout conforming to ASTM C1107/C1107M, requiring only mixing with water at the worksite, shall be used where shown on the drawings.

The mixing, placing, and curing shall be as recommended by the manufacturer.

2.1.10 Two-Part Epoxy Grout for Concrete Anchors

Epoxy grout shall be a two-part, styrene free structural acrylate anchor gel that is mixed at the nozzle with a designation for high load capacities. The epoxy grout shall conform to ASTM C881/C881M, Type IV, Grade 1, 2, or 3, Class A, B, or C. The epoxy grout shall be designated for anchoring reinforcing or threaded dowels into new or existing concrete. Adhesive shall be furnished in containers which keep Component A and Component B separate. Containers shall be designed to accept static mixing nozzle which thoroughly blend Component A and Component B and allow injection directly into drilled hole. Epoxy grout shall have a maximum creep of 0.1-inch in 600 days when loaded to 75 percent of yield strength of bar, when tested by the epoxy manufacturer in accordance with ASTM E1512.

Manufacturer's instruction shall be strictly followed.

2.1.11 Contraction Joint Strips

Use 1/8 inch thick tempered hardboard contraction joint strips conforming to AHA A135.4, Class 1. In lieu of hardboard strips, rigid polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed to induce controlled cracking in slabs on grade may be used. Such insert strips must have removable top section.

2.1.12 Preformed Expansion Joint Filler

Use preformed expansion joint filler material conforming to ASTM D1752, Type I. Submit certified manufacturer's test reports for premolded expansion joint filler strips, compression seals and lubricant, and

SECTION 03 30 00.99 Page 9 metallic waterstops to verify compliance with applicable specification.

Unless otherwise indicated, filler material must be 3/8 inch thick and of a width applicable for the joint formed. Backer material, when required, must conform to ASTM D5249.

2.1.13 Sealant

Joint sealant conforming to the following:

2.1.13.1 Preformed Polychloroprene Elastomeric Type

ASTM D2628

2.1.13.2 Lubricant for Preformed Compression Seals

ASTM D2835. Submit a piece not less than 9 ft of 1 inch nominal width or wider seal or a piece not less than 12 ft of compression seal less than 1 inch nominal width. Provide one quart of lubricant.

2.1.13.3 Field-Molded Type

Field molded sealants shall conform to ASTM C920, Type S or Type M, Grade P for horizontal joints, Grade NS for vertical joints, Class 25. Bond breaker material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be compressible, nonshrink, nonreactive with sealant, and nonabsorptive material type such as extruded butyl or polychloroprene foam rubber.

PART 3 EXECUTION

3.1 PRODUCTION OF CONCRETE

Ready-mixed concrete shall conform to ASTM C94/C94M, except as otherwise specified.

3.2 PREPARATION FOR PLACING

Formwork shall be complete and mortar tight. Ramps and walkways, as necessary, shall be constructed to allow safe and expeditious access for concrete and workmen. Snow, ice, standing or flowing water, loose particles, debris and foreign matter shall have been removed. Subgrade under the concrete structures shall be satisfactorily compacted.

Reinforcement shall be secured in place; joints, anchors and other embedded items shall have been positioned. All equipment needed to place and consolidate the concrete shall be at the placement site and in good operating condition. Spare vibrators shall be available. The entire preparation shall be accepted by the Government prior to placing.

3.2.1 Embedded Items

Before placing concrete, care shall be taken to determine that all embedded items are firmly and securely fastened in place as indicated on the drawings. Embedded items shall be free of oil and other foreign matter such as loose coatings of rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed.

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3.3 PLACING

3.3.1 General

The placing equipment shall have a capacity of at least 30 cubic yards per hour. Concrete placement will not be permitted when, in the opinion of the Contracting Officer, weather conditions prevent proper placement and consolidation. Concrete shall be deposited as close as possible to its final position in the forms and, in so depositing, there shall be no vertical drop greater than 5 feet except where suitable equipment is provided to prevent segregation and where specifically authorized.

Depositing of the concrete shall be so regulated that it may be effectively consolidated in horizontal layers 1 1/2 feet or less in thickness with a minimum of lateral movement. The amount deposited in each location shall be that which can be readily and thoroughly consolidated. The surfaces of construction joints shall be kept continuously wet for the first 12 hours during the 24-hour period prior to placing concrete. Sufficient placing capacity shall be provided so that concrete placement can be kept plastic and free of cold joints while concrete is being placed. All placing equipment and methods shall be submitted for conformance.

3.3.2 Time Interval between Mixing and Placing

Concrete shall be placed within 30 minutes after discharge into nonagitating equipment. When concrete is truck mixed or when a truck mixer or agitator is used for transporting concrete mixed by a concrete plant mixer, the concrete shall be delivered to the site of the work, and discharge shall be completed within 1 1/2 hours after introduction of the cement to the aggregates. When the length of haul makes it impossible to deliver truck-mixed concrete within these time limits, batching of cement and a portion of the mixing water shall be delayed until the truck mixer is at or near the construction site.

3.3.3 Cold-Weather Placing

Concrete shall not be placed without an approved procedure when the concrete is likely to be subjected to freezing temperatures before the expiration of the curing period. The ambient temperature of the space adjacent to the concrete placement and surfaces to receive concrete shall be above 32oF. The placing temperature of the concrete having a minimum dimension less than 12 inches shall be between 55o and 75oF. The placing temperature of the concrete having a minimum dimension greater than 12 inches shall be between 50o and 70oF. Heating of the mixing water or aggregates shall be required to regulate the concrete-placing temperatures. Materials entering the mixer shall be free from ice, snow, or frozen lumps. Salt, chemicals, or other materials shall not be mixed with the concrete to prevent freezing.

3.3.4 Hot-Weather Placing

Concrete shall be properly placed and finished with approved procedures.

The concrete-placing temperature shall not exceed 90oF. Cooling of the mixing water and/or aggregates will be required to obtain an adequate placing temperature. An approved retarder may be used to facilitate placing and finishing. Steel forms and reinforcement shall be cooled prior to concrete placement when steel temperatures are greater than 120o F. Conveying and placing equipment shall be cooled if necessary to

SECTION 03 30 00.99 Page 11 maintain proper concrete-placing temperature.

3.3.5 Consolidation

Immediately after placement, each layer of concrete, including flowing concrete, shall be consolidated by internal vibrating equipment.

Vibrators shall not be used to transport concrete within the forms. Hand spading may be required if necessary with internal vibrating along formed surfaces permanently exposed to view. Form or surface vibrators shall not be used unless specifically approved.

3.3.6 Formwork

Construct so that concrete members and structures are of correct size, shape, alignment, elevation and position. Provide openings in formwork to accommodate work of other trades. Accurately place and securely support items built into forms. Forms for exposed surfaces shall be coated with nonstaining form oil, which shall be applied shortly before concrete is placed. Forms for unexposed surfaces may be thoroughly wetted in lieu of oiling, immediately before the placing of concrete, except that in freezing weather, oil shall be used. Forms shall not be removed without approval. All form removals shall be accomplished in such a manner as to prevent injury to the concrete. Forms shall not be removed before the expiration of the minimum of 24 hours after completion of the concrete placement except where otherwise specifically authorized by the Contracting Officer. When conditions on the work are such as to justify the requirement, forms will be required to remain in place for longer periods.

3.3.7 Construction Tolerances

Variation in alignment, grade, and dimensions of reinforced concrete from the established alignment, grade, and dimensions shown on the drawings shall be within the tolerances as follows:

TOLERANCES FOR REINFORCED CONCRETE

(1) Departure from established ......................... 1 inch alignment

(2) Departure from established ......................... 1 inch grades

(3) Variation from the plumb or Exposed, in 10 feet.... 1/2 inch the specified batter in the Backfilled, in 10 feet....1 inch lines and surfaces of columns, piers, and walls and in arrises

(4) Variation from the level or Exposed, in 10 feet......1/2 inch from the grades indicated on Backfilled, in 10 feet.....1 inch the drawings in slabs, beams, horizontal grooves, and railing offsets

(5) Variation in cross-sectional dimensions of columns, piers, Minus....................1/4 inch slabs, walls, beams, and Plus.....................1/2 inch similar parts

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(6) Footings:

a. Variation of dimensions Minus....................1/2 inch in plan Plus.....................2 inches when formed or plus 3 inches when placed against unformed excavation.

b. Misplacement of 2 percent of the footing width in eccentricity the direction of misplacement but not more than............2 inches

c. Reduction in thickness Minus....................5 percent of specified thickness

(7) Variation in the sizes and .........................1/2 inch locations of slab and wall openings

3.3.8 Furnishing and Placing Steel Reinforcement

The Contractor shall furnish, cut, bend, and place all steel reinforcement as indicated on the drawings or specified within the task order. All reinforcement shall be, when surrounding concrete is placed, free from loose flaky rust and scale, and free from oil, grease, or other coating, which might destroy or reduce its bond with the concrete.

3.3.8.1 Cutting and Bending

Steel reinforcement shall be shop bent. All bending shall be in accordance with standard approved practice and ACI 315 and by approved machine methods.

3.3.8.2 Concrete Cover

The cover for reinforcement shall be as indicated on the drawings.

3.3.8.3 Splicing

All splices in reinforcement shall be in accordance with the requirements of ACI 318, unless otherwise shown on the drawings.

3.3.8.4 Supports

All reinforcement shall be secured in place by the use of metal or concrete supports, spacers or ties, as approved.

3.3.9 Epoxy Grout Anchors

3.3.9.1 Installation Recommendations and Instructions

Installation procedures shall be as recommended by the epoxy manufacturer and as specified herein. Inject adhesive into holes proceeding from back of the hole and progressing toward the surface in such a manner as to avoid introduction of air pockets into the adhesive. Follow manufacturer's recommendations to ensure proper mixing of the adhesive components. Sufficient adhesive shall be injected to ensure the annular gap is filled to the surface. Manufacturer's recommendations shall be

SECTION 03 30 00.99 Page 13 observed at all times. Any bar found to be loose after the grout has set shall be replaced as directed by the Contracting Officer at the expense of the Contractor.

3.3.9.2 Anchor Holes

The holes shall be drilled using carbide-tipped bits to a minimum of the depth shown on the drawings. It is critical that the holes be thoroughly cleaned prior to the insertion of epoxy. The holes shall be scrubbed with a stiff bristle brush that is larger than the hole to remove all dust, dirt, debris, or other bond-inhibiting materials from the drilling procedure. The holes shall be blown clean with oil-free compressed air and brushed and blown clean again, repeating as necessary until the holes are clean and sound. The diameter of the hole shall be in accordance with the recommendations of the epoxy manufacturer. If any holes are diamond bit drilled, ensure epoxy manufacturer allows the use of epoxy grout in these holes.

3.4 JOINTS

All joints in the concrete shall conform to the locations, designs, and details shown on the drawings, specified within the task order, and as specified herein. The required materials shall be furnished and placed by the Contractor. Sufficient fastenings shall be used to ensure that joint assemblies and materials remain in position during the entire period of concrete placing, striking off, vibrating and finishing.

3.4.1 Construction Joint Treatment

Concrete surfaces to which other concrete is to be bonded shall be prepared for receiving the next lift or adjacent concrete by cleaning with either air-water cutting, sandblasting, high-pressure water jet, or other approved method to achieve a minimum 1/4" amplitude.

3.4.1.1 Surface Condition

The surface of the lift shall be damp at the time of placement of the next lift and shall be free of standing water.

3.5 FINISHING

No finishing nor repairs shall be accomplished when either the concrete or the ambient temperature is below 50 degrees F.

3.5.1 Unformed Surfaces

3.5.1.1 General

All unformed surfaces that are not to be covered by additional concrete or backfill shall be float finished to elevations shown on the drawings.

Surfaces to receive additional concrete or backfill shall be brought to the elevations shown on the drawing and left as a true and regular surface. Exterior surfaces shall be sloped for drainage unless otherwise shown on the drawings. Joints shall be carefully made with a jointing tool. Unformed surfaces shall be finished to a tolerance of 1/8 inch for a trowel finish and 1/4 inch for a float finish as determined by a 10-foot straightedge placed on surfaces shown on the plans to be level, or having a constant slope. Finishing shall not be performed while there is excess moisture or bleeding water on the surface.

SECTION 03 30 00.99 Page 14

3.5.1.2 Float Finish

Surfaces to be float finished shall be screeded and darbied or bullfloated to eliminate the ridges and fill in the voids left by the screed. In addition, the darby or bullfloat shall fill all surface voids and only slightly embed the coarse aggregate. When the water sheen disappears and the concrete will support a man, floating should be completed. Floating should embed large aggregates just beneath the surface, remove slight imperfections, humps and voids, to produce a plane surface and compact the concrete and consolidate mortar at the surface.

3.5.1.3 Trowel Finish

A steel trowel finish shall be applied to all surface areas. Troweling shall be performed immediately following floating to provide a smooth, even, dense finish free from blemishes including trowel marks. Finished surfaces shall be protected from damage during the construction period.

3.6 CURING AND PROTECTION

3.6.1 General

Beginning immediately after placement, and continuing for at least 7 days, unless indicated otherwise, all concrete shall be cured and protected from premature drying, extremes in temperature, rapid temperature change, freezing, mechanical damage and exposure to rain or flowing water. All materials and equipment needed for adequate curing and protection shall be available and at the site of the placement prior to start of concrete placement. Preservation of moisture for concrete surfaces not in contact with forms shall be accomplished by one of the following methods:

(1) Ponding or continuous sprinkling.

(2) Application of absorptive mats or fabrics kept continuously wet.

(3) Application of sand kept continuously wet.

(4) Application of membrane forming curing compound applied in accordance with manufacturer's instructions.

3.7 PROTECTION

The Contractor shall protect the concrete from damage until acceptance of work. No material shall be placed on concrete structures for a minimum of 14 days, or until the specified strength is met. When construction traffic is permitted, maintain concrete as clean as possible by removing surface stains and spillage of materials as they occur. Sweep concrete and wash free of stains, discoloration, dirt and other foreign material just prior to final inspection.

3.8 TESTS AND INSPECTION

The individuals who sample and test concrete as required in this specification shall be certified as ACI Concrete Field Testing Technician, Grade I. These individuals shall remain on the job site during the entire concrete placement for that day.

3.8.1 Testing Plan

The Contractor shall submit a detailed plan for testing the concrete, coarse and fine aggregate, concrete mixer uniformity, curing, and the

SECTION 03 30 00.99 Page 15 concrete plant inspection. The detailed plan shall include but not be limited to the location and number of all tests and inspections; sampling procedures; and reporting forms, action for each test that will be taken if the results do not meet the specifications, and the responsible parties for each step. The Contractor shall submit the names and certificates of the individuals who sample and test concrete as required above.

3.8.2 Inspection Details and Frequency of Testing

3.8.2.1 Preparations for Placing

Foundation or construction joints, forms, and embedded items shall be inspected in sufficient time prior to each concrete placement by the Contractor to certify that they are ready to receive concrete.

3.8.2.2 Air Content

Air content shall be checked at least once during each shift that concrete is placed. Samples shall be obtained in accordance with ASTM C172/C172M and tested in accordance with ASTM C231/C231M.

3.8.2.3 Slump

Slump shall be checked at least once during each shift that concrete is produced. Samples shall be obtained in accordance with ASTM C172/C172M and tested in accordance with ASTM C143/C143M.

3.8.2.4 Strength

The strength of the concrete shall be checked at least once during each shift that concrete is produced. A total of three test specimens, one tested at seven days and two tested at twenty-eight days, shall be obtained in accordance with ASTM C172/C172M, and test specimens shall be made in accordance with ASTM C31/C31M and tested in accordance with ASTM C39/C39M. The Contractor shall make additional test specimens as needed for testing at other times as required to verify strength for protection as specified.

3.8.2.5 Consolidation and Protection

The Contractor shall ensure that the concrete is properly consolidated, finished, protected, and cured.

3.8.3 Action Required

3.8.3.1 Placing

The placing foreman shall not permit placing to begin until he has verified that an adequate number of acceptable vibrators, which are in working order and have competent operators, are available. Placing shall not be continued if any pile of concrete is inadequately consolidated.

3.8.3.2 Air Content

Whenever a test result is outside the specification limits (between 4.5 and 7.5 percent), the concrete shall not be delivered to the forms and an adjustment shall be made to the dosage of the air-entrained mixture.

SECTION 03 30 00.99 Page 16

3.8.3.3 Slump

Whenever a test result is outside the specification limits (between 2 and 5 inches), the concrete shall not be delivered to the forms and an adjustment shall be made in the batch weights of water and fine aggregate. The adjustments are to be made so that the water-cement ratio does not exceed that specified in the submitted concrete mixture proportion.

3.8.3.4 Strength

The acceptance shall be in accordance with paragraph EVALUATION AND

ACCEPTANCE.

3.8.4 Reports

The results of all tests and inspections conducted at the project site shall be reported in writing daily.

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