Attachment_-_FP_Concrete_Spec_03_30_53.pdf

FP CONCRETE SPEC FPCONCRETE

Section 03 30 53 Page 1

SECTION 03 30 53

MISCELLANEOUS CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 SUMMARY

This specification applies to concrete work for slab on grade construction including sidewalks, curbs, camp pads, and shelter pads.

1.2 UNIT PRICES

1.2.1 Concrete Payment

Payment will cover all costs associated with furnishing, delivering, placing, finishing, and curing of concrete for the various items of the schedule, including the cost of all formwork. Payment for concrete, for which payment is made as a lump sum, is to be included in this unit price payment item. Payment for grout, preformed expansion joints, field-molded sealants, waterstops, reinforcing steel bars or wire reinforcement is to be included in this unit price payment item.

1.2.2 Measurement

Concrete will be measured for payment on Job basis.

1.2.3 Unit of Measure

Unit of measure: Job.

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 CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 117 (2010; Errata 2011) Specifications for

Tolerances for Concrete Construction and Materials and Commentary

ACI 301 (2016) Specifications for Structural Concrete

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

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

Section 03 30 53 Page 2

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

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

ACI 347 (2004; Errata 2008; Errata 2012) Guide to

Formwork for Concrete

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2016b) Standard Specification for Carbon-

Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

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

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

ASTM C143/C143M (2015) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C150/C150M (2016; E 2016) 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; R 2016) 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 (2016) Standard Specification for Concrete

Aggregates

ASTM C39/C39M (2016b) Standard Test Method for Compressive

Strength of Cylindrical Concrete Specimens

Section 03 30 53 Page 3

ASTM C494/C494M (2016) 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 (2016a) Standard Specification for Ready-

Mixed Concrete

ASTM D1752 (2004a; R 2013) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D75/D75M (2014) Standard Practice for Sampling

1.4 SUBMITTALS

Submit the following to the Fort Peck Project Office for Approval:

SD-03 Product Data

Air-Entraining Admixture Water-Reducing or Retarding Admixture Curing Materials Expansion Joint Filler Strips, Premolded Joint Sealants - Field Molded Sealants

SD-06 Test Reports

Concrete Mixture Proportions and Test Data Compressive Strength Testing Slump Air Content

SD-07 Certificates

Delivery Tickets

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The Contractor is responsible for ensuring concrete meets contract specifications. The Government retains the option to sample and test aggregates and concrete to determine compliance with the specifications.

Provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples. Obtain samples of aggregates at

Section 03 30 53 Page 4 the point of batching in accordance with ASTM D75/D75M. 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.

2.1.1 Strength

Acceptance test results are the average strengths of two 6x12 inch 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, but not more than 20 percent, and no individual acceptance test result falls below f'c by more than 500 psi.

2.1.2 Construction Tolerances

Work shall conform to all requirements of ACI 117, unless otherwise modified under this contract.

2.1.3 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 4,500 psi at 28 days (90 days if pozzolan is used). The maximum nominal size coarse aggregate is 3/4 inch (ASTM C33 Size 67), in accordance with ACI 304R. The air content must be between 4.5 and 7.5 percent with a slump between 2 and 5 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

2.2.1.1 Portland Cement

ASTM C150/C150M, Type I or II

2.2.1.2 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class F, including requirements of Tables 1A and 2A.

2.2.2 Aggregates

Section 03 30 53 Page 5

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.

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 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.

2.2.6 Expansion Joint Filler Strips, Premolded

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

2.2.7 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.

2.2.8 Formwork

Section 03 30 53 Page 6

Design and engineer the formwork as well as its construction in accordance with ACI 301 Section 2 and 5 and ACI 347. Fabricate of wood, steel, or other approved material.

2.2.9 Form Coatings

Provide form coating in accordance with ACI 301.

2.2.10 Curing Materials

Provide curing materials in accordance with ACI 301, Section 5. Provide curing compound conforming to ASTM C309. Follow manufactures instructions for placing curing compound.

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.

PART 3 EXECUTION

3.1 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.

3.1.1 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 place, consolidate, protect, and cure the concrete at the placement site and in good operating condition.

3.1.2 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.

3.1.3 Production of Concrete

3.1.3.1 Ready-Mixed Concrete

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

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3.1.3.2 Concrete Made by Volumetric Batching and Continuous Mixing

Conform to ASTM C685/C685M.

3.2 CONVEYING AND PLACING CONCRETE

Convey and place concrete in accordance with ACI 301, Section 5.

3.2.1 Cold-Weather Requirements

Place concrete in cold weather in accordance with ACI 306R

3.2.2 Hot-Weather Requirements

Place concrete in hot weather in accordance with ACI 305R

3.3 FINISHING

3.3.1 Temperature Requirement

Do not finish or repair concrete when either the concrete or the ambient temperature is below 50 degrees F.

3.3.2 Finishing Formed Surfaces

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.

3.3.3 Finishing Unformed Surfaces

Finish unformed surfaces in accordance with ACI 301, Section 5.

FINISH LOCATION

Broom All exterior slab on grade

3.3.3.1 Expansion and Contraction Joints

Make expansion and contraction joints in accordance with the details shown or as otherwise specified. Provide 1/2 inch thick transverse expansion joints where new work abuts an existing concrete. Provide expansion joints at a maximum spacing of 30 feet on center in sidewalks, unless otherwise indicated. Provide contraction joints at a maximum spacing of 6 linear feet

Section 03 30 53 Page 8 in sidewalks and at a maximum spacing of 10 feet in slabs, unless otherwise indicated. Cut contraction joints at a minimum of 1/4 the slab thickness after the surface has been finished.

3.4 CURING AND PROTECTION

Cure and protect in accordance with ACI 301, Section 5.

3.5 FORM WORK

Provide form work in accordance with ACI 301, Section 2 and Section 5.

3.5.1 Removal of Forms

Remove forms in accordance with ACI 301, Section 2.

3.6 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.

3.6.1 Shrinkage and Temperature Reinforcement

Steel reinforcement shall satisfy the requirements of ACI 318 and ACI SP- 66.When using deformed bars, space the bars no farther apart than five times the slab thickness or 18 inches whichever is less. Provide a minimum ratio of reinforcement area to gross concrete area of 0.0020.Minimum clear cover shall be 1 1/2" on all faces.

3.6.2 Splicing

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

3.6.3 Supports

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

3.7 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.

3.8 TESTING AND INSPECTING

Report the results of all tests and inspections conducted at the project site informally at the end of each shift.

3.8.1 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

Section 03 30 53 Page 9 the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

3.8.2 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.

3.8.3 Sampling and Testing

At a minimum, the contractor shall perform the following tests at the start of the first placement. Beyond that, the Contractor is responsible for determining the need and frequency for additional sampling and testing and is fully responsible for providing concrete in conformance with contract requirements. The Government reserves the right to sample and test concrete for conformance at any time.

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

b. Test concrete for compressive strength at 7 and 28 days (90 days if pozzolan is used).Test two cylinders at 7 days; two cylinders at 28 days(90 days if pozzolan is used); and hold two cylinders in reserve.

Conform test specimens to ASTM C31/C31M. Perform compressive strength testing conforming to ASTM C39/C39M.

c. Test slump at the site of discharge for each design mix in accordance with ASTM C143/C143M.

d. Test air content for air-entrained concrete in accordance with ASTM C231/C231M.

e. Determine temperature of concrete at time of placement in accordance with ASTM C1064/C1064M.

3.8.4 Action Required

3.8.4.1 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.

3.8.4.2 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.

3.8.4.3 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.

Section 03 30 53 Page 10

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2.3 READY-MIX CONCRETE