Design_Criteria_Package_Volume_II__Div_03_Through_Div_31vnl.pdf

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CANAVERAL PORT AUTHORITY

CRUISE TERMINAL 3 WEST PARKING GARAGE

DESIGN-BUILD

RFP 26-13 / PN 26-001

PART 1 - GENERAL

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. All cast-in-place concrete, incidental construction, and miscellaneous structural concrete items, in accordance with the Contract Documents, excluding Tilt-up Concrete.

2. Providing services of testing laboratory to design concrete mixes.

3. Furnishing, erecting, and removing forms, falsework, shoring, and bracing required for work under this Section.

4. Furnishing, fabricating, and placing reinforcing bars and wire mesh reinforcing.

5. Furnishing and placing joint materials.

6. Furnishing and placing inserts required to be installed under this

Specification Section and other Specification Sections.

7. Finishing, saw cutting, and concrete repairs.

8. Curing concrete.

9. Cleaning concrete.

1.3 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1. Before submitting design mixtures, review concrete design mixture and examine procedures for ensuring quality of concrete materials. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following:

a. Contractor's superintendent.

b. Independent testing agency responsible for concrete design mixtures.

c. Ready-mix concrete manufacturer.

d. Concrete Subcontractor.

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2. Review special inspection and testing and inspecting agency procedures for field quality control, concrete finishes and finishing, hot-weather concreting procedures, curing procedures, construction contraction and isolation joints, forms and form removal limitations, shoring and reshoring procedures, vapor-retarder installation, anchor rod and anchorage device installation tolerances, steel reinforcement installation, methods for achieving specified floor and slab flatness and levelness floor and slab flatness and levelness measurement, concrete repair procedures, and concrete protection.

1.4 ACTION SUBMITTALS

A. General: Submit the following in accordance with the Contract Provisions:

1. Product Data: Submit product data for proprietary materials and items, including reinforcement, forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, vapor retarders and others as requested by the Engineer.

2. Include descriptive data, catalog cuts, laboratory test reports, and any other information necessary to show acceptable materials and confirm Contract compliance.

3. Annotate data to show specific products to be used.

B. Coordination Drawings: Submit original coordination drawings that identify the type and location of embeds, penetrations or other provisions required to execute the work of structural, architectural, plumbing, electrical or other trades. These items shall be located both by plan dimension and proposed elevation. Do not finalize shop drawings for reinforcement or formwork until the coordination drawings have been approved.

C. Shop Drawings for Reinforcement: Submit original shop drawings for fabrication, bending, and placement of concrete reinforcement. Include special reinforcement required for openings through concrete structures.

1. Comply with ACI 315 "Manual of Standard Practice for Detailing

Reinforced Concrete Structures".

2. Show bar schedules, stirrup spacing, diagrams of bent bars, and arrangement of concrete reinforcement.

D. Shop Drawings for Formwork: Submit shop drawings for fabrication and erection of forms for specific finished concrete surfaces. Show form construction including jointing, special form joints or reveals, location and pattern of form tie placement, and other items that visually affect exposed concrete.

1. Submit complete and accurate shop drawings as required to adequately illustrate and control the finished work. Show all dimensions, kind, type, and quality of all materials, applicable specification references, and all other information as may be necessary to detail finished construction of

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the work covered. Reproductions of the Contract Drawings are not acceptable as shop drawings.

2. Shop drawings shall show walls in elevation and cross-section. Shop drawings shall show clear cover over reinforcing bars and interface with all columns, walls and beam/slab reinforcement.

3. Shop drawings shall show locations of all embedded items.

4. Submit details indicating contraction joints and joint sealers.

5. Indicate materials utilized for sealing formwork joints and as a form release agent for coordination of subsequent coverings.

E. Setting Drawings: Provide setting drawings and templates showing the location of all anchorage items that are to be cast into concrete.

F. Concrete Mix Design Data: Documentation of concrete mixture characteristics shall be submitted to the Engineer for review and approval no less than four weeks prior to the first concrete placement. Mix designs shall include evidence of the ability of the proposed mixture to comply with the concrete mixture requirements in the construction documents and certified by the testing laboratory, and shall indicate the weight of each ingredient of the mixture, aggregate gradation, slump, air content, water-cement ratio and 7 day and 28-day compressive strength test results. Include a complete list of materials including admixtures and applicable reference specifications.

G. Test and Inspection Reports: Provide reports as necessary to ensure that the tests and inspections specified have been executed.

1.5 INFORMATIONAL SUBMITTALS

A. Certificates of Compliance: Submit manufacturer's certificates of compliance for the following materials showing that the named material conforms to the requirements of the Contract Documents. The manufacturer's certifications shall name the appropriate materials, the publication or publications specified as controlling the quality of that item, and shall state that the item conforms to the requirements specified. Certificates shall be printed on the manufacturer's letterhead and shall be signed by the manufacturer's official authorized to sign certificate of compliance, and having legal authority to bind the manufacturer.

Furnishing certificates of compliance shall not provide relief of responsibility for providing materials that conform to the requirements of the Contract Documents.

1. Aggregates.

2. Admixtures.

3. Reinforcement (Mill Test Reports)

4. Cement.

B. Floor Flatness and Levelness measurements indicating compliance with specified tolerances.

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C. Post Installed Anchor Certification: Installation of adhesive anchors shall be performed by personnel certified by an applicable certification program.

Certification shall include written and performance tests in accordance with the ACI/CRSI Adhesive Anchor Installer Certification Program, or equivalent.

1.6 QUALITY ASSURANCE

A. Testing Service and Quality Control Testing During Construction: An independent Testing and Inspection Agency shall be chosen and approved by the Owner and compensated by the Contractor, through the Project Contract. The Contractor shall set the testing and inspection schedule and coordinate this schedule with the Independent Testing Laboratory, specified in Section 014516 - "Quality Control” including Testing Laboratory Services.

B. Testing Agency Qualifications: An independent agency, acceptable to The Port Canaveral Authority, qualified according to ASTM C 1077 and ASTM E 329 for testing indicated.

1. Unless required otherwise by the Port Authority, personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.

2. Unless required otherwise by the Port Authority, personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing Technician and Concrete Laboratory Testing Technician, Grade I.

Testing agency laboratory supervisor shall be an ACI-certified Concrete Laboratory Testing Technician, Grade II.

C. Materials' Laboratories: All mix design testing and material evaluation tests of the work specified in this Section shall be performed by independent, commercial testing laboratories employed under this Section and accepted by the Engineer.

The basis of acceptance includes the following:

1. Laboratories performing work in connection with concrete materials shall conform to the requirements of ASTM E 329 and ASTM E 699.

2. Provide proof that the laboratory satisfies the requirements of the American

Council of Independent Testing Laboratories' Recommended Requirements for Independent Laboratory Qualification.

D. Control of Material Uniformity: All cast-in-place concrete which is exposed to view shall not have the respective sources, brands, types, and/or grades of fine aggregate (sand), coarse aggregate, cement, and admixtures changed or switched after acceptance design mixes. Obtain concrete materials from one manufacturer for each cementitious component and from one source and producer for each aggregate component. Procure and store on site sufficient quantities of materials to cover all exposed concrete work to ensure color and texture match. If any doubt exists as to the timely availability of any material from designated sources, the Engineer shall be immediately informed, in

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writing, of the potential problem and of the action to be taken to guaranty the availability of such uniformly sourced materials.

1. Cement and aggregate used for all surfaces exposed to public view shall be obtained from a single source and in such quantities to ensure sufficient materials are available to complete the entire project. Uniformity of color and texture for all concrete exposed to public view is a mandatory project requirement.

2. Changes in the sources, types of materials, and/or proportions of materials shall not be made during construction until accepted and until the requirements for verification as specified herein have been satisfied and accepted by the Engineer.

3. Sampling of materials shall be performed in accordance with the standard methods of ACI, AASHTO, and ASTM.

4. Materials shall be inspected at the original or intermediate source of supply.

Inspection shall not diminish the responsibility to furnish materials that conform to the Specifications. The laboratory representative shall have ready access to all parts of any processing plant furnishing material for the Project. Access for sampling and inspecting materials or plant equipment shall include secure, sturdy platforms conforming to local, state, and federal safety regulations.

E. Applicable Publications: The following publications listed below form a part of this Specification to the extent referenced.

1. American Association of State Highway and Transportation Officials

(AASHTO) Publications:

M 182 Burlap Cloth Made From Jute or Kenaf T 103 Soundness of Aggregates by Freezing and Thawing

2. American Concrete Institute (ACI) Publications:

207.1R Guide to Mass Concrete

211.1 Selecting Proportions for Normal, Heavy Weight, and Mass

Concrete

211.2 Selecting Proportions for Structural Lightweight Concrete 213R Guide for Structural Lightweight Aggregate Concrete 214 Recommended Practice for Evaluation of Strength Test

Results of Concrete 301 Specifications for Structural Concrete for Buildings 302.1R Guide for Concrete Floor and Slab Construction 304R Guide for Measuring, Mixing, Transporting and Placing

Concrete 304.2R Placing Concrete by Pumping Methods 305R Hot Weather Concreting 308 Standard Practice for Curing Concrete

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309R Guide for Consolidation of Concrete 315 Manual of Standard Practice for Detailing Reinforced

Concrete Structures 318 Building Code Requirements for Reinforced Concrete 347R Guide to Formwork for Concrete

3. American Society for Testing and Materials (ASTM) Publications:

A 36 Structural Steel A 185 Steel Welded Wire, Fabric, Plain, for Concrete

Reinforcement A 307 Carbon Steel Bolts and Studs A 563 Carbon and Alloy Steel Nuts A 615 Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement A 775 Epoxy Coated Reinforcing Bars B 633 Electrodeposited Coatings of Zinc on Iron and Steel C 31 Making and Curing Concrete Test Specimens in the Field C 33 Concrete Aggregates C 39 Compressive Strength of Cylindrical Concrete Specimens C 42 Obtaining and Testing Drilled Cores and Sawed Beams of

Concrete C 78 Flexural Strength of Concrete (Using Simple Beam with

Third-Point Loading) C 88 Test Method for Soundness of Aggregates by Use of Sodium

Sulfate or Magnesium Sulfate C 94 Ready-Mixed Concrete C 143 Slump of Portland Cement Concrete C 150 Portland Cement C 171 Sheet Materials for Curing Concrete C 172 Sampling Freshly Mixed Concrete C 173 Air Content of Freshly Mixed Concrete by the Volumetric

Method C 192 Making and Curing Concrete Test Specimen in the

Laboratory C 227 Test Method for Potential Alkali Reactivity of Cement-

Aggregate Combinations C 231 Air Content of Freshly Mixed Concrete by the Pressure

Method C 260 Air-Entraining Admixtures for Concrete C 494 Chemical Admixtures for Concrete C 496 Splitting Tensile Strength of Cylindrical Concrete Specimens C 567 Unit Weight of Structural Lightweight Concrete C 641 Test Method for Staining Materials in Lightweight Concrete

Aggregates C 881 Epoxy-Resin-Base Bonding Systems for Concrete

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D 1751 Preformed Expansion Joint Filler for Concrete Paving and

Structural Construction (Non-extruding and Resilient Bitumi-nous Types)

D 1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction

E 154 Methods of Testing Materials for Use as Vapor Barriers Un-der Concrete Slabs and as Ground Cover in Crawl Spaces

E 329 Practice for Use in the Evaluation of Testing and Inspection Agencies as Used in Construction

E 699 Practice for Criteria for Evaluation of Agencies Involved in Testing, Quality Assurance and Evaluation Building Components in Accordance with the Test Methods Promulgated by ASTM Committee E-6

4. American Welding Society (AWS) Publications:

a. D1.1 Structural Welding Code--Steel

b. D1.4 Structural Welding Code--Reinforcing Steel

5. Concrete Reinforcing Steel Institute (CRSI) Publication:

F. Placing Reinforcing Bars

1. Federal Specification (FS) Publication:

FF-S-325 Shield Expansion, Nail Expansion, and Nail, Drive Screw (Devices Anchoring, Masonry)

2. U.S. Army Corps of Engineers (COE) Waterways Experiment Station Publications:

CRD-C-572Corps of Engineers Specification for Polyvinyl Waterstops CRD-C-621Handbook for Concrete and Cement, Specification for Nonshrink Grout, Volume II (1949 Ed.)

3. U.S. Department of Commerce Product Standard (PS):

PS 1 Construction and Industrial Plywood

4. The Florida Building Code latest edition G. Modification of Applicable Publications: In the ACI and other publications referred to herein, the advisory provisions shall be considered to be mandatory, as though the word "shall" had substituted for "should" wherever it appears.

H. Mockups: Before casting concrete in above grade column construct a mockup to illustrate color and finish of work that will be exposed to public view. Build

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mockup to comply with the following requirements, using materials indicated for the completed Work: Also refer to specification 01 4339 Visual Mockup Requirements.

1. Mockup shall consist of a 3’-0”x3’-0”x10” panel located within 10 feet of the proposed column (at the PBB – north side).

2. Mockup shall be completed not less than 45 days prior to the proposed date for placement of concrete column.

3. Mockup shall be finished to a class A finish as specified elsewhere in this section.

4. Concrete for the mockup shall be placed with sufficient time for curing to allow the concrete to reach specified minimum compressive strength before applying the abrasive blast finish.

5. Do not proceed with placement of concrete for column until the mockup has been approved by the Engineer and Owner.

6. The accepted mockups shall become the standard for judging acceptability of all concrete surfaces that will be exposed to public view.

7. Following acceptance of the finished column by the Engineer and Owner, remove the mock-up from the project site and legally dispose of it.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Deliver packaged materials to Project Site in original unopened and undamaged containers plainly labeled with manufacturer's name, product name and designation, expiration period for use, mixing instructions for multi-component materials, and other pertinent data. Store and handle materials to prevent their deterioration or damage due to moisture, temperature changes, contaminants, corrosion, breakage, and other causes.

B. Product handling shall comply with the applicable requirements of ACI 301, Chapter 2, Paragraph 2.5. Reinforcing bars and accessories shall be stored above the ground on platforms, skids, or other supports. Other materials shall be stored in such a manner as to avoid contamination and deterioration.

C. Damaged or non-conforming materials shall be removed from the Project site and replaced with new materials satisfactory to the Engineer at no additional cost to the Owner.

1.8 ENVIRONMENTAL CONDITIONS

A. Hot Weather Concreting: Comply with ACI 305R.

B. Inclement Weather: Under conditions of rain, the placing of concrete shall not commence unless adequate protection is provided to prevent damage to the surface mortar or damaging flow or wash of the concrete surface. During inclement weather conditions concrete shall be provided with adequate protection to prevent damage.

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1.9 PROJECT CONDITIONS

A. Protection Against Spatter: Protect adjacent work, construction, and materials against spatter during concrete placement.

PART 2 - PRODUCTS

2.1 FORM MATERIALS

A. General: Furnish all forms required or necessary to ensure that completed work is in accordance with the Contract Documents.

1. Responsibility for selection of proper form materials, for acceptable construction, alignment, and support of forms, and for proper wetting and precoating of forms, shall rest with Contractor.

2. Forms shall be furnished in the largest practicable sizes to minimize the number of joints and to conform to the joint system shown on the Contract Drawings or accepted on the approved shop drawings.

B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or other acceptable material. Provide lumber dressed on at least 2 edges and one side for tight fit.

C. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials, to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system shown on Drawings or accepted on approved shop drawings.

1. Plywood Form Material: Use plywood complying with U.S. Product Standard

PS-1 "B-B (Concrete Form) Plywood," Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

2. Forms for Cylindrical Columns and Cylindrical Column Encasement: Metal or glass-fiber-reinforced plastic that provide surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. Provide units with sufficient wall thickness to resist plastic concrete loads without detrimental deformation. In addition to ACI 303.1 limits on form- facing panel deflection, limit cast-in-place concrete surface irregularities, designated by ACI 347 as abrupt or gradual, to Class A, 1/8-inch where exposed to public view.

D. Form Release: Provide commercial formulation form-release compounds with a maximum VOC of 350 mg/l that shall not bond with, stain, or adversely affect concrete surfaces.

E. Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties, designed to prevent form deflection and to prevent spalling concrete

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upon removal. For securing forms where surfaces will be exposed in the finished work, use tie screws with removable plastic cones, removable bolts, special removable ties, or series 300 stainless steel snap ties. For all other forms, use bolts or other approved ties.

1. Provide units that shall not leave any metal closer than 1-1/2 inches to finished exposed surface.

2. Provide ties that, when removed, shall not leave holes larger than 1-inch diameter in concrete surface.

2.2 REINFORCING MATERIALS

A. Reinforcing Bars:

1. Reinforcing Bars: ASTM A 615, Grade 60

a. Fabrication tolerances shall conform to ACI 315, Paragraph 4.3.

2. Welded Wire Fabric: ASTM A 185, for interior; and ASTM A 884, Class A for exterior concrete.

3. Supports for Reinforcement: Provide bolsters, chairs, spacers, and other devices required for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place.

a. Use wire bar type supports complying with CRSI specifications.

b. Provide supports with legs that are plastic protected (CRSI, Class 1) or stainless steel protected (CRSI, Class 2), for exposed to view concrete surfaces, where legs of support are in contact with forms.

c. For slabs-on-grade, use supports with sand plates or horizontal runners.

B. Fiber Reinforcement:

1. Synthetic Fiber: Provide fiber reinforcement for composite slab and wearing surface Fibrillated polypropylene fibers engineered and designed for use in concrete pavement, complying with ASTM C1116, Type III, 1” to 2” long.

Provide one of the following or approved equal:

a. “Tuf-strand SF”; (Euclid Chemical Company)

b. “Fibermesh 650”; (Propex Operating Company)

c. “Grace Fibers”; (WR Grace & Co.)

2. 3 CONCRETE MATERIALS

A. Cementitious Materials

1. Portland Cement: ASTM C 150, Type II.

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a. Use one brand of cement throughout Project, unless otherwise acceptable to the Engineer. The alkali content shall not exceed 0.6 percent unless the manufacturer certifies that no alkali reactivity is produced with the proposed combination of materials when tested in accordance with ASTM C 227.

b. Cement shall be a standard brand and shall meet the approval of the Engineer.

c. Cement, to be acceptable, shall be of a well-known brand which has been in successful use for large engineering works in the United States of America for at least 10 years, and which has an established reputation for uniform character, and which, by their records, show a tendency to maintain high strength of mortar with increased age.

2. Fly Ash: ASTM C 618, Class F, 20% maximum by weight.

3. Slag Cement: ASTM C 989/C 989M, Grade 100 or 120, 25% maximum by weight.

4. The contractor shall provide a minimum of 10% by weight fly ash or slag in all concrete mix designs.

B. Normal Weight Aggregates: Unprocessed pit-run or naturally mixed aggregates will not be permitted. Naturally mixed aggregates must in every case be screened and washed, and all fine and coarse aggregates shall be stored and handled as specified herein. Use aggregate from the same source for all Class B concrete to ensure consistency in color.

1. Fine Aggregate shall be natural sand or stone screenings, or a combination thereof. All fine aggregate shall conform to the requirements of ASTM C 33, except as modified herein, and shall be graded within the limits specified in Table 1.

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TABLE 1 - GRADATION FOR FINE AGGREGATE

Sieve Designation

Percentage by Weight Passing Square Mesh Sieve

3/8 inch 100

No. 4 95 - 100

No. 16 45 - 80

No. 30 25 - 55

No. 50 10 - 30

No. 100 2 - 10

2. Blending of manufactured sand fractions, manufactured sand and natural sand, or of two natural sands, when required to meet the gradation requirements or to obtain workable mixes, shall be performed at the batch plant.

3. The amount of deleterious substances in fine aggregate, each determined independently on samples complying with the grading requirements, shall not exceed the limits listed in Table 2.

TABLE 2 - DELETERIOUS SUBSTANCES-FINE AGGREGATE

Item Maximum Percent by Weight

Clay Lumps 1.00

Shale 1.00

Coal and Lignite .25

Materials Finer than No. 200

3.00

Total Combined Deleterious Sub-stances

5.00

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4. In addition to the requirements of ASTM C 88, the sodium sulphate soundness test, provide evidence, satisfactory to the Engineer that the fine aggregate has been exposed to natural weathering, either directly or in concrete, for a period of at least 5 years without appreciable disintegration.

In the case where new sources are recently developed, at the option of the Engineer, the service requirement may be waived and the aggregate shall be subjected to testing under the provisions of AASHTO T-103, "Soundness of Aggregates by Freezing and Thawing". If the weighed percentage of loss at the end of 50 cycles does not exceed 10 percent, the fine aggregate shall be accepted as pertains to soundness requirements.

5. Coarse Aggregate shall be crushed stone or gravel conforming to the requirements ASTM C 33 size #67.

a. The amount of deleterious substances in coarse aggregate, each determined on independent samples complying with the designated grading requirements, shall not exceed the limits specified in ASTM C 33.

6. Water: Natural, drinkable, with no pronounced taste, odor, impurities, suspended particles, or dissolved natural salts in quantities detrimental to reinforcing or concrete.

C. Water-Reducing Admixture: ASTM C 494, Type A, except as modified by applicable local code requirements of the authority having jurisdiction. Structural concrete shall contain a water reducing (plasticizing) admixture. Subject to compliance with requirements, provide one of the following products:

1. "Eucon WR-75" (Euclid Chemical Co.).

2. "Pozzolith 200N" (Master Builders Co.).

3. "Plastocrete 161" (Sika Chemical Corp.).

4. Or approved equal

D. Water-Reducing, Retarding Admixture: ASTM C 494, Type D, and containing not more than 0.1 percent chloride ions. Subject to compliance with requirements, provide one of the following products:

1. "Daratard-17"; W.R. Grace.

2. "Plastiment"; Sika Chemical Co.

3. "Pozzolith Retarder"; Master Builders.

4. Or approved equal

E. Crystaline Integral Concrete Waterproofing Admixture:

1. Where indicated on drawings provide a permeability reducing admixture for hydrostatic conditions in accordance with ACI 212.3R-10, Chapter 15.

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2. Provide one of the following products or approved equal:

a. Krystol Internal Membrane, Kryton International, Inc.

b. Xypex Admix C-500, Xypex Chemical Corp.

c. Vandex AM 10, Vandex International, Ltd.

F. Other Admixtures: Use only with the prior written approval of the Engineer. Do not use any admixtures which contain chlorides.

2.4 RELATED MATERIALS

A. Concrete Topping Materials: Where applied concrete slopes to drain are indicated provide one of the following products or approved equal. Mixing and application shall be in strict accordance with manufacturer’s written instructions.

Products may be extended if permitted by the manufacturer.

1. SikaTop 122 Plus, Sika Corporation

2. Master Emaco t 302, BASF Corporation

3. TammsPatch II, Euclid Chemical Company

B. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 9 oz. per sq. yd., complying with AASHTO M 182, Class 2.

C. Moisture-Retaining Cover: One of the following, complying with ASTM C 171.

1. Waterproof paper.

2. Polyethylene film.

3. Polyethylene-coated burlap.

D. Expansion/Contraction Joint Filler: ASTM D 1751 or ASTM D 1752, 1/2-inch thick, unless otherwise indicated.

E. Expansion Anchors: Expansion anchors shall be stud type with a single piece three-section wedge and stainless steel in accordance with ASTM B 633.

Anchors shall meet the description requirements indicated in Federal Specification FF-S-325, Group II, Type 4, Class I for concrete expansion anchors.

1. Anchors shall be Hilti Kwik Bolt TZ as supplied by Hilti Fastening Systems or approved equal.

2. Anchors shall be installed in holes drilled with Hilti, or approved equal, carbide tipped drill bits.

3. Anchors shall be installed per manufacturer's recommendations.

F. Nuts and Washers: ASTM A 563.

1. Nut heads shall be hexagonal.

G. Non-Shrink, Non-Metallic Grout: Factory pre-mixed grout product complying with U.S. Army Corps of Engineers Handbook CRD-C-621. Subject to compliance with requirements, provide one of the following:

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1. "Euco-NS"; Euclid Chemical Co.

2. “Five Star Grout"; U.S. Grout Corp.

3. "Set Grout"; Master Builders.

4. Or approved equal

H. Epoxy Bonding Compound: ASTM C 881, Type V for load bearing applications, Grade 1, Class A (if placement temperature is below 40 degrees F); Class B (if placement temperature is between 40 and 60 degrees F); or Class C (if placement temperature is above 60 degrees F). Provide Grade 1 or 2 for horizontal surfaces and Grade 3 for vertical surfaces.

I. Steel plates shall conform to ASTM A36.

J. Stud welding shall conform AWS D1.1.

K. VAPOR RETARDERS

1. Sheet Vapor Retarder: ASTM E 1745, Class A, 15 MIL. Include manufacturer's recommended adhesive or pressure-sensitive tape.

a. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to the following:

1) Poly-America, L.P.

2) Stego Industries, LLC.

3) W. R. Meadows, Inc.

2.5 PROPORTIONING AND DESIGN OF MIXES

A. Preparation of Design Mixes: Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301.

B. Mix Design Reports: Submit written reports to the Engineer of each proposed mix for each class of concrete at least 28 days prior to the first concrete placement.

Do not begin concrete production until proposed mix designs have been reviewed by the Engineer. Review by the Engineer shall not be deemed to relieve any obligation to provide cast-in-place concrete in accordance with the Contract Documents.

C. Design of Mixes: Design mixes to produce concrete of proper workability, durability, strength, maximum density, minimum shrinkage, and permeability.

Assume full responsibility for the strength, consistency, water-cement ratio, and handling of concrete.

1. Design mixes to have minimum water content per cubic yard of concrete, cement content corresponding to appropriate water-cement ratio, largest

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permissible maximum size specified of coarse aggregate available, and optimum percentage of fine aggregate.

2. Use water-cement ratio in accordance with ACI 211.1 and ACI 211.2 as determined by type of structure and exposure conditions, or 0.45 by weight, whichever is less, as approved and supplemented or modified as specified herein.

a. Water-cement ratio shall not exceed 0.40 by weight for concrete to receive a Class B finish.

b. Water-cement ratio shall not exceed 0.40 by weight for concrete exposed to earth or weather.

3. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight of cement.

4. Trial mixtures shall be made based on at least three different water- cement ratios. Trial mixes shall be proportioned to produce concrete strengths specified below. Trial mixtures shall be designed for maximum permitted slump and air content. The temperature of concrete in each trial batch shall be reported. For each water-cement ratio at least three test cylinders for each test age shall be made and cured in accordance with ASTM C 192.

They shall be tested at 7 and 28 days in accordance with ASTM C 39. From these test results a curve shall be plotted showing the relationship between water-cement ratio and strength. For each strength of concrete the maximum allowable water-cement ratio shall be that shown by these curves to produce the strength specified.

5. The concrete used in the work shall be produced using a water-cement ratio corresponding to a point on the strength vs. water-cement ratio curve representing a strength, at the design slump, in accordance with ACI 318 or at least 25 percent higher than that indicated or specified, whichever is greater. When the Contractor demonstrates to the satisfaction of the Engineer that his quality control warrants a change in the 25 percent factor, a change will be permitted. However, in no case shall the concrete strength used in construction be less than 15 percent higher than that specified or indicated.

6. The approved laboratory prepared mix design proportions shall govern during the progress of the work. If concrete having the required consistency cannot be produced without exceeding the maximum allowable water-cement ratio, the cement content shall be increased so the maximum allowable water-cement ratio is not exceeded.

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provided such admixtures do not adversely affect other specified properties of concrete.

8. Admixtures shall be added within a limit of accuracy of 3 percent and dispensed to the mixing water by means of an approved, graduated, transparent measuring device before they are introduced into the mixer. If more than one admixture is to be used, they shall be released into the mixing water in sequence rather than at the same instant. Once established, the sequence of dispensing admixtures shall not be altered. Admixtures shall be used in accordance with the manufacturer's recommendations.

However, when the amount of admixture required to give the specified results deviates appreciably from the manufacturer's recommended dosage, use of the material shall be discontinued.

9. Adjust the consistency of concrete mixes to allow for specific placing conditions. Measure materials for concrete by weighing. Separately weigh cement and each size of aggregate, each accurate within 1%. Cement in sacks of ninety-four pounds need not be weighted. Weigh bulk cement and fractional packages. Measure mixing water by volume, and within 1 percent of quantity required.

D. Design Mixes:

1. Concrete for Cast in Place Concrete Pile Caps, Grade Beams and Slabs on

Grade: Design mixes to provide normal weight concrete with a minimum of 4000 psi compressive strength at 28 days.

2. Concrete for Cast in Place Concrete Columns:

a. Design mixes to provide normal weight concrete with a minimum of

5000 psi compressive strength at 28 days.

b. Provide 6% plus or minus 1% air-entrainment. When a high-range water reducer is used, the target air content shall be increased 1 percent.

c. Lightweight Concrete: Proportioning, mixing, transporting, placing, finishing, and curing of lightweight concrete shall conform to the applicable requirements for normal weight concrete, together with the additions and modifications specified herein.

1) Use lightweight aggregates for lightweight concrete in accordance with ACI Standards 211.2. and 213 R.

2) Concrete on metal decking shall be lightweight concrete having a minimum compressive strength of 4000 psi at 28 days and shall have 5 lbs/cy fiber reinforcement. Maximum unit weight at 28 days shall be 115 lbs/cf.

3) Proportioning, mixing, transporting, placing, finishing, and curing shall be as recommended by the lightweight concrete producer.

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E. Adjustment to Concrete Mixes: Mix design adjustments may be requested when characteristics of materials, job conditions, weather, test results, or other circumstances warrant; at no additional cost to Owner and as accepted by the Engineer.

1. Laboratory test data for revised mix design and strength results shall be submitted to and accepted by the Engineer before using in work.

F. Admixtures: Use water-reducing admixture in concrete as required for placement and workability.

1. Use non-chloride accelerating admixture in concrete slabs placed at ambient temperatures below 50 degrees F.

2. Use admixtures for water-reducing and set-control in strict compliance with manufacturer's directions.

3. If the entrained air content falls below the specified limit, add a sufficient quantity of admixture to bring the entrained air content within the specified limits.

4. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch.

2.6 CONCRETE MIXING

A. Ready-Mix Concrete: Comply with requirements of ASTM C 94, supplemented and amended as specified herein.

1. During hot weather, or under conditions contributing to rapid setting of concrete, a shorter mixing time than specified in ASTM C 94 may be required. Discharge the concrete completely at the site within 1-1/2 hours after the introduction of the cement to the aggregates. Reduce this time limit in hot weather to prevent stiffening of concrete until after it has been placed.

Begin the mixing operation within thirty minutes after the cement has been intermingled with the aggregates.

2. Ready-Mix Concrete Delivery Tickets: Before unloading at the site, provide a delivery ticket from concrete supplier with each batch delivered to the site bearing the following information:

a. Name of supplier.

b. Name of batching plant and location.

c. Serial number of ticket.

d. Date.

e. Truck number.

f. Specific job designation, location, complete Project Name, and

Project Number.

g. Volume of concrete in cubic yards.

h. Class and type of concrete.

i. Time loaded.

j. Type and brand of cement.

k. Weight of cement.

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l. Maximum size of aggregates.

m. Source of aggregates.

n. Type of aggregate.

o. Weight of coarse aggregate.

p. Weight of fine aggregate.

q. Maximum amount of water to be added and amount of water added at the site.

r. Kind and amount of admixtures.

s. Mix design designation,

t. Signature of a certified plant batcher, or a certified plant concrete technician, or a responsible officer or other authorized employee of the concrete supplier.

B. Batch Mixing at Site: Comply with ACI 301, Chapter 7, Paragraph 7.2, supplemented and amended as specified herein.

1. Excessive mixing, requiring the addition of water to preserve the required consistency shall not be permitted. Mix concrete to a consistency which can be readily placed without segregation. Where admixtures are specified, equip mixers with a device for measuring and dispensing the admixture.

a. Provide batch ticket for each batch discharged and used in work, indicating project identification name and number, date, mix type, mix time, quantity, amount of water introduced, revolution counter readings, aggregate dial settings, the class of concrete delivered, and mixer operator's signature.

b. Delivery tickets shall also indicate the strength of the concrete being delivered, the type of coarse aggregate (i.e. lightweight or stone) and, the exact time the cement and aggregate were discharged into the delivery truck, and a list of admixtures.

C. Hand-Mixed Concrete: Hand-mixed concrete is not allowed.

D. Retempering: Comply with ACI 301, Chapter 7, Paragraph 7.5. The following are in addition to requirements specified in ACI 301, Chapter 7, Paragraph 7.5.

Retempering concrete by adding water or by other means will not be permitted except when concrete arrives at the project with slump below that suitable for placing. Water may be added only if neither the accepted mix design water-cement ratio nor the maximum slump is exceeded. The water shall be incorporated by additional mixing equal to at least half of the total mixing required.

Such water addition shall be acceptable to the Engineer and shall be performed under the supervision and sanction of the Testing Laboratory.

1. Concrete that becomes non-plastic, unworkable, or outside of the limits of the slump specified shall not be used. Concrete which has set shall be discarded and shall not be retempered.

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PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. A pre-installation meeting shall be held.

1. Prior to the commencement of any work under this Section, and when directed by the Engineer, meet at the Project Site to review installation and coordination procedures. Among other topics, the coordination meeting shall address scheduling, method and sequence of concrete construction, standard of workmanship, material selection, testing and quality control requirements, detailed requirements of design mixes, placement procedures, off-site batching requirements, coordination of the Work with other trades, preparation of surfaces contiguous with this work, adjacent construction, and interferences, if any. This meeting shall be attended by any and all trades, manufacturer's representatives, and other interested parties whose work will be affected by the execution of the work under this Section.

3.2 FORMS

A. Formwork: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static, and dynamic loads that might be applied until concrete structure can support such loads. Forms shall be well constructed, carefully aligned, substantial, firm, securely braced and fastened together in their final position and set to give the finished structure the specified camber, plus allowance for shrinkage and settlement. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position. Maintain formwork construction complying with ACI 347R. Tolerances shall conform to ACI 301, Paragraph 4.3, unless otherwise indicated or specified.

1. Hydraulic Pressure: Design forms, studs and wales to limit deflections between supports to 1/360th of the span. All joints, gaps and apertures in forms, wherever located shall be gasketed, plugged or sealed with a suitable material so that they will withstand the full concrete hydraulic pressure and remain watertight.

2. Tolerances and Finish Lines: Position formwork to maintain hardened concrete finish lines within the following permissible deviations:

a. Variation from Plumb

1) In any 10 ft.: 1/4 in.

2) In 40 ft. or more: 1/2 in.

3) Cross-Sectional Dimensions: Minus 1/8 in., Plus 1/4 in.

4) Surface Tolerances: Maximum offset between butt joints of individual or ganged forms: +/- 1/32 in.

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b. Variation from Building Line: Variation of the linear building lines from established position to plan and related position of columns and walls:

1) In any 10 ft.: 1/4 in.

2) In 40 ft. or more: 1/2 in.

c. Design formwork to be readily removable without impact, shock, or damage to cast-in-place concrete surfaces and adjacent materials. Prying against the face of the concrete will not be permitted. Only wooden wedges shall be used.

d. Forms shall be strong enough to prevent fresh concrete from bulging the forms between supports and to withstand the action of mechanical vibrators. Provide for openings, offsets, sinkages, keyways, recesses, reglets, chamfers, blocking, screeds, bulkheads, anchorages, inserts, and other features required in work.

e. Position Tolerances: For cast-in items measured from datum line locations as shown on reviewed shop drawings:

1) Blockouts and Reinforcements: Within 1/4 in. of position shown on shop drawings, where such positions have structural implications or affect concrete cover; otherwise within plus or minus 1/2 in.

2) Anchors and Inserts: Within 3/8 in. of centerline location.

3. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only.

4. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete. Securely brace temporary openings and set tightly to forms to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

5. Exposed joint edges and external corners shall be chamfered a minimum of 3/4-inch, unless otherwise specified or indicated. Where new concrete abuts existing concrete, match existing chamfers. Use wood, metal, PVC, or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

6. In long spans, where intermediate supports are not possible, the anticipated deflection in the forms due to weight of fresh concrete shall be accurately figured and taken into account in the design of the forms, so that finished concrete members will have true surfaces conforming accurately to required lines, planes, and elevations.

7. Bolts and rods used for temporary internal form ties shall be so arranged that when the forms are removed, all metal will be not less than 1-1/2 inches from any finish concrete surface. Wire ties will not be permitted. The design of form ties shall be subject to the approval of the Engineer.

8. Where shoring bears on ground, spread load from shores by suitable mud sills in order to prevent settlement. Where height of shores exceed ten feet, provide adequate diagonal bracing in both longitudinal and transverse directions. In addition, provide adequate diagonal braces at

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end of framework. Diagonal bracing shall extend from top to bottom of shores. Unbraced length of wood shores supporting forms shall not exceed fifty times least dimension.

9. Strike off concrete at top of forms and screed with wood to a float finish.

B. Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recesses, and chases from trades providing such items. Accurately place and securely support items built into forms.

C. Rustication Strips: Mill rustication strips smooth to avoid protruding splinters which may become embedded in the concrete.

D. Construction Joints: Construction joints shall be at locations shown or as approved on Shop Drawings. Remove loose material from the surface prior to the erection of forms. The formwork for the succeeding lift shall be held tight against the top of the previous lift and gasketed or caulked to prevent leakage.

E. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before concrete is placed as necessary to obtain the smooth surfaces required.

Retighten forms and bracing before concrete placement so as to prevent mortar leaks and maintain proper alignment.

F. PREPARATION OF FORM SURFACES

1. Clean re-used forms of concrete matrix residue in accordance with ACI 301, Paragraph 4.4, repair and patch as required to return forms to acceptable surface condition.

2. Coat contact surfaces of forms with an approved, non-residual, low-VOC, form-coating compound before reinforcement is placed.

3. Moisten wood forms immediately before placing concrete where form coatings are not used.

4. Thin form-coating compounds only with thinning agent of type, amount, and under conditions of form-coating compound manufacturer's directions. Do not allow excess form-coating material to accumulate in forms or to come into contact with in-place concrete surfaces against which fresh concrete shall be placed. Apply in compliance with manufacturer's instructions.

5. Coat steel forms with a non-staining, rust-preventative material. Rust-stained steel formwork is not acceptable.

3.3 VAPOR-RETARDER INSTALLATION

1. Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder according to ASTM E 1643 and manufacturer's written instructions.

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2. Lap joints 6 inches and seal with manufacturer's recommended tape or per manufacturer’s recommendations.

3.4 PLACING REINFORCEMENT

A. CRSI Requirements: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports, and as herein specified.

1. Avoid cutting or puncturing vapor retarder during reinforcement placement and concreting operations. Placing tolerances shall comply with ACI 301, Chapter 5, Paragraph 5.6. When splices not shown on the Drawings are approved by the Engineer, such splicing shall conform to ACI 318.

2. Place reinforcing bars having assigned positions so that they agree with those given on the shop drawings relating to or calling for the bars.

3. Secure reinforcing bars in place with high-density plastic supporting and spacing devices and metal tying devices. Reinforcing in concrete members that have one or more surfaces exposed, whether painted or unpainted finish, shall be tied with 14 gage soft annealed galvanized wire. Uncoated tie wire in exposed members shall not be accepted.

4. Restore damaged bars to full capacity in accordance with CRSI requirements and in a manner acceptable to the Engineer.

B. Cleaning Reinforcement: Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy bond with concrete.

C. Positioning, Supporting, and Securing Reinforcement: Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as required and approved by the Engineer. Place reinforcement to obtain at least minimum coverages for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations.

Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. Comply with ACI 301, Paragraph 5.

D. Installation of Welded…