_3-3-15_SPECS_Final_Combined.pdf

HILL AIR FORCE BASE

B850 BAY G CLEANROOM

KRSM 142043

FINAL DESIGN SUBMITTAL

March 2, 2015

Hill AFB

B850 Bay G Cleanroom

PROJECT TABLE OF CONTENTS

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 14 00 WOOD DOORS

08 51 23 STEEL WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 51 00 ACOUSTICAL CEILINGS

09 62 38 STATIC-CONTROL FLOORING

09 65 00 RESILIENT FLOORING

09 68 00 CARPETING

09 90 00 PAINTS AND COATINGS

09 96 00 HIGH-PERFORMANCE COATINGS

DIVISION 10 - SPECIALTIES

10 10 00 VISUAL COMMUNICATIONS SPECIALTIES

10 14 00.20 INTERIOR SIGNAGE

10 26 13 WALL AND CORNER GUARDS

10 44 16 FIRE EXTINGUISHERS

10 51 13 METAL LOCKERS

10 56 13 STEEL SHELVING

DIVISION 12 - FURNISHINGS

12 36 00 COUNTERTOPS

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

12 50 00 FURNITURE SYSTEMS

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DIVISION 22 - PLUMBING

PROJECT TABLE OF CONTENTS Page 1

22 00 00 PLUMBING, GENERAL PURPOSE

22 05 48.00 20 MECHANICAL SOUND, VIBRATION, AND SEISMIC CONTROL

22 07 19.00 40 PLUMBING PIPING INSULATION

22 15 14.00 40 GENERAL SERVICE COMPRESSED-AIR SYSTEMS, LOW PRESSURE

22 60 70 GAS AND VACUUM SYSTEMS FOR HEALTHCARE FACILITIES

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 01 30.41 HVAC SYSTEM CLEANING

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 05 15 COMMON PIPING FOR HVAC

23 05 48.00 40 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 08 00.00 10 COMMISSIONING OF HVAC SYSTEMS

23 08 01.00 20 TESTING INDUSTRIAL VENTILATION SYSTEMS

23 09 23.13 20 BACnet DIRECT DIGITAL CONTROL SYSTEMS FOR HVAC

23 11 25 FACILITY GAS PIPING

23 23 00 REFRIGERANT PIPING

23 31 13.00 40 METAL DUCTS

23 34 23.00 40 HVAC POWER VENTILATORS

23 36 00.00 40 AIR TERMINAL UNITS

23 37 13.00 40 DIFFUSERS, REGISTERS, AND GRILLS

23 52 00 HEATING BOILERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

23 73 13.00 40 MODULAR INDOOR CENTRAL-STATION AIR-HANDLING UNITS

23 74 33.00 40 PACKAGED, OUTDOOR, HEATING AND COOLING MAKEUP

AIR-CONDITIONERS

23 81 00.00 20 UNITARY AIR CONDITIONING EQUIPMENT

23 82 00.00 20 TERMINAL HEATING AND COOLING UNITS

23 84 13 GAS FIRED HUMIDIFIER

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 13.00 40 MEDIUM-VOLTAGE CABLES

26 12 19.10 THREE-PHASE PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 23 00 SWITCHBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 05 28.36 40 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 PUBLIC ADDRESS SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 05 26.00 40 GROUNDING AND BONDING FOR ELECTRONIC SAFETY AND SECURITY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

PROJECT TABLE OF CONTENTS Page 2

31 23 00.00 20 EXCAVATION AND FILL

DIVISION 33 - UTILITIES

33 11 23 NATURAL GAS AND LIQUID PETROLEUM PIPING

33 51 15 NATURAL-GAS / LIQUID PETROLEUM GAS DISTRIBUTION

33 70 02.00 10 ELECTRICAL DISTRIBUTION SYSTEM, UNDERGROUND

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 3

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 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 301 (2010; Errata 2011) Specifications for

Structural Concrete

ACI 302.1R (2004; Errata 2006; Errata 2007) Guide for

Concrete Floor and Slab Construction

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

ACI 306R (2010) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

AMERICAN HARDBOARD ASSOCIATION (AHA)

AMERICAN WELDING SOCIETY (AWS)

ASTM INTERNATIONAL (ASTM)

ASTM C1077 (2014) Standard Practice for Laboratories

Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for

Laboratory Evaluation

ASTM C1116/C1116M (2010a) Standard Specification for

SECTION 03 30 00 Page 1

Fiber-Reinforced Concrete

ASTM C143/C143M (2012) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C150/C150M (2012) Standard Specification for Portland

Cement

ASTM C172/C172M (2014) Standard Practice for Sampling

Freshly Mixed Concrete

ASTM C231/C231M (2014) Standard Test Method for Air

Content of Freshly Mixed Concrete by the

Pressure Method

ASTM C260/C260M (2010a) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM 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 (2014a) Standard Test Method for

Compressive Strength of Cylindrical

Concrete Specimens

ASTM C494/C494M (2013) 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 C94/C94M (2014a) Standard Specification for

Ready-Mixed Concrete

SECTION 03 30 00 Page 2

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

FOREST STEWARDSHIP COUNCIL (FSC)

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

U.S. ARMY CORPS OF ENGINEERS (USACE)

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

U.S. GREEN BUILDING COUNCIL (USGBC)

1.2 DEFINITIONS

a. "Cementitious material" as used herein must include all portland cement, pozzolan, fly ash, ground granulated blast-furnace slag, and .

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

c. "Chemical admixtures" are materials in the form of powder or fluids that are added to the concrete to give it certain characteristics not obtainable with plain concrete mixes.

d. "Complementary cementing materials" (CCM) include coal fly ash, granulated blast-furnace slag, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in improvement to sustainability and durability and reduced cost.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified in this section to meet structural design criteria.

h. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic meter or cubic yard) of concrete.

i. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

SECTION 03 30 00 Page 3

j. "Workability (or consistence)" is the ability of a fresh (plastic) concrete mix to fill the form/mould properly with the desired work

(vibration) and without reducing the concrete's quality. Workability depends on water content, chemical admixtures, aggregate (shape and size distribution), cementitious content and age (level of hydration).

1.3 SUBMITTALS

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

submittals not having a "G" designation are Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

SD-02 Shop Drawings

SD-03 Product Data

Recycled Aggregate Materials;

Cementitious Materials;

Admixtures

] SD-04 Samples

SD-05 Design Data

Concrete mix design

SD-06 Test Reports

Concrete mix design]

Fly ash

Pozzolan

Aggregates

] Compressive strength tests]

Slump Tests

Water

SD-07 Certificates

SECTION 03 30 00 Page 4

] Material Safety Data Sheets

SD-08 Manufacturer's Instructions

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory.

Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Follow ACI 304R requirements and recommendations. Do not deliver concrete until forms are in place and ready for concrete placement. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Not Used

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Concrete Mix Design

Ten days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, complementary cementitious materials, polypropylene fibers, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

SECTION 03 30 00 Page 5

1.6.2 Shop Drawings

1.6.2.1 Reinforcing Steel

Not Used

1.6.3 Test Reports

1.6.3.1 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C618 for fly ash and pozzolan.

Submit test results performed within 6 months of submittal date.

1.6.3.2 Ground Granulated Blast-Furnace Slag

Not Used

1.6.4 Field Samples

1.6.4.1 Surface Finish Samples

Not Used

1.6.5 Quality Control Plan

Not Used

1.6.6 Quality Control Personnel Certifications

Not Used

1.6.6.1 Quality Manager Qualifications

Not Used

1.6.6.2 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on concrete.

a. Work on concrete under this contract must be performed by an ACI

Concrete Field Testing Technician.

b. Not Used

c. Testing agencies that perform testing services on concrete materials must meet the requirements of ASTM C1077.

1.6.7 Laboratory Qualifications for Concrete Qualification Testing

The concrete testing laboratory must have the necessary equipment and experience to accomplish required testing. The laboratory must meet the requirements of ASTM C1077 and be Cement and Concrete Reference Laboratory

(CCRL) inspected.

1.6.8 Laboratory Accreditation

Laboratory and testing facilities must be provided by and at the expense of

SECTION 03 30 00 Page 6 the Contractor. The laboratories performing the tests must be accredited in accordance with ASTM C1077. The accreditation must be current and must include the required test methods, as specified. Furthermore, the testing must comply with the following requirements:

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies must be performed by an accredited laboratory and under the direction of a manager competent in concrete materials who is competent in concrete materials and must sign all reports and designs.

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by

ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing must be performed by an approved, onsite, independent, accredited laboratory.

1.7 ENVIRONMENTAL REQUIREMENTS

Not Used

1.7.1 Submittals for Environmental Performance

a. Provide data indication the percentage of post-industrial pozzolan (fly ash, blast furnace slag) cement substitution as a percentage of the full product composite by weight.

d. Provide product data stating the location where all products were manufactured

g. Provide MSDS product information data showing that form release agents meet any environmental performance goals such as using vegetable and soy based products.

h. Provide MSDS product information data showing that concrete adhesives meet any environmental performance goals including low emitting, low volatile organic compound products.

1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.8.1 Local/Regional Materials

Not Used

]1.8.2 Forest Stewardship Council (FSC) Certification

Not Used

SECTION 03 30 00 Page 7

1.9 QUALIFICATIONS FOR WELDING WORK

Not Used

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

Provide wood, plywood, plastic, carton, or steel. Use plywood or steel forms where a smooth form finish is required.

2.1.1 Wood Forms

Provide lumber that is square edged or tongue-and-groove boards, free of raised grain, knotholes, or other surface defects.

2.1.1.1 Concrete Form Plywood (Standard Rough)

2.1.1.2 Overlaid Concrete Form Plywood (Standard Smooth)

2.1.2 Plastic Forms

Provide plastic forms that contain a minimum of 50 percent post-consumer recycled content, or a minimum of 50 percent post-industrial recycled content.

2.1.3 Carton Forms

2.1.4 Steel Forms

Provide steel form surfaces that do not contain irregularities, dents, or sags.

2.2 FORM TIES AND ACCESSORIES

Provide a form tie system that does not leave mild steel after break-off or removal any closer than 2 inches from the exposed surface. Do not use wire alone. Form ties and accessories must not reduce the effective cover of the reinforcement.

SECTION 03 30 00 Page 8

2.2.1 Waterstops

2.2.1.1 PVC Waterstop

2.2.1.2 Rubber Waterstop

2.2.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.2.1.4 Hydrophilic Waterstop

2.2.2 Dovetail Anchor Slot

2.2.3 Perimeter Insulation

2.3 CONCRETE MIX DESIGN

2.3.1 Contractor-Furnished Mix Design

Indicate the compressive strength (f'c) of the concrete for each portion of the structure(s) as specified below. Where faster set time is required, use Type III cement.

2.3.1.1 Footings

Not Used

2.3.1.2 Foundation Walls

Not Used

2.3.1.3 Slab-on-Grade

Proportion normal-weight concrete mixture as follows:

a. Minimum Compressive Strength: 4500 psiat 28 days.

b. Maximum Water-Cementitious Materials Ratio: 0.45.

c. Slump Limit: 8 inches for concrete with verified slump of 2 to 4 inches before adding high-range water-reducing admixture or plasticizing admixture, plus or minus 1 inch.

e. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 3/4 inch nominal maximum aggregate size.

f.

SECTION 03 30 00 Page 9

g. Synthetic Micro-Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 1.5 lb/cu. yd.

h.

2.3.1.4 Suspended Slabs

Not Used

2.3.1.5 Concrete Toppings

Not Used

2.3.1.6 Building Frame Members

Not Used

2.3.1.7 Building Walls

Not Used

2.3.1.8 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified are the responsibility of the Contractor. Base mixture proportions on compressive strength as determined by test specimens tested in accordance with

ASTM C39/C39M. Samples of all materials used in mixture proportioning studies must be representative of those proposed for use in the project and must be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Base trial mixtures having proportions, consistencies, and air content suitable for the work.

The maximum water-cementitious material ratio allowed must be based on equivalent water-cementitious material ratio calculations as determined by the conversion from the weight ratio of water to cement plus pozzolan by weight equivalency method. Design laboratory trial mixture for maximum permitted slump and air content. Each combination of material proposed for use must have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture.

2.3.1.9 Required Average Strength of Mix Design

The selected mixture must produce an average compressive strength not less than 4500 psi at 28 days.

2.3.2 Ready-Mix Concrete

Provide concrete that meets the requirements of ASTM C94/C94M.

Ready-mixed concrete manufacturer must provide duplicate delivery tickets with each load of concrete delivered. Provide delivery tickets with the following information in addition to that required by ASTM C94/C94M:

Type and brand cement

Cement and complementary cementitious materials content in 94-pound bags per cubic yard of concrete

SECTION 03 30 00 Page 10

Maximum size of aggregate

Amount and brand name of admixtures

Total water content expressed by water cementitious material ratio

2.3.3 Concrete Curing Materials

Provide concrete curing material in accordance with ACI 308.1 Section 2.

Submit product data for concrete curing compounds. Submit manufactures instructions for placement of curing compound.

2.4 MATERIALS

2.4.1 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

2.4.1.1 Fly Ash

The maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a maximum of 30 percent by weight of cementitious material.

2.4.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and must have an ignition loss not exceeding 3 percent.

2.4.1.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Not Used

2.4.1.4 Ground Granulated Blast-Furnace Slag

Not Used

2.4.1.5 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I orII, with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

SECTION 03 30 00 Page 11

]2.4.1.6 Blended Cements

2.4.2 Water

Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable;

free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.4.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement. Submit test report showing compliance with ASTM C33/C33M.

Fine and coarse aggregates must show expansions less than 0.08 percent at

28 days after casting.. S

Aggregates must not possess properties or constituents that are known to have specific unfavorable effects in concrete.

]2.4.4 Nonshrink Grout

2.4.5 Admixtures

ASTM C494/C494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures. Submit product data for admixtures used in concrete.

2.4.5.1 High Range Water Reducer (HRWR) (Superplasticizers)

ASTM C494/C494M, Type F and ASTM C1017/C1017M.

2.4.6 Expansion/Contraction Joint Filler

Not Used

2.4.7 Joint Sealants

Not Used

SECTION 03 30 00 Page 12

]2.4.7.1 Horizontal Surfaces, 3 Percent Slope, Maximum

2.4.7.2 Vertical Surfaces Greater Than 3 Percent Slope

2.5 REINFORCEMENT

2.5.1 Reinforcing Bars

Not Used

2.5.1.1 Galvanized Reinforcing Bars

Not Used

2.5.1.2 Weldable Reinforcing Bars

Not Used

2.5.1.3 Epoxy-Coated Reinforcing Bars

Not Used

2.5.1.4 Stainless Steel Reinforcing Bars

Not Used

2.5.2 Mechanical Reinforcing Bar Connectors

Not Used

2.5.3 Wire

2.5.3.1 Welded Wire Reinforcement

Not Used

2.5.3.2 Steel Wire

Not Used

2.5.4 Reinforcing Bar Supports

Not Used

]2.5.5 Fiber-Reinforced Concrete

In addition to the requirements specified above, provide fiber reinforced concrete in accordance with ASTM C1116/C1116M Type III, synthetic fiber reinforced concrete, and as follows. Synthetic reinforcing fibers must be monofilament polypropylene fibers. Fibers may contain post-consumer or post-industrial recycled content. Provide fibers that have a specific gravity of 0.9, a minimum tensile strength of 70 ksi, graded per manufacturer, and specifically manufactured to an optimum gradation for use as concrete secondary reinforcement. Use a minimum of 1.5 pounds of fibers per cubic yard of concrete. Add fibers at the batch plant.

SECTION 03 30 00 Page 13

2.5.6 Dowels for Load Transfer in Floors

Not Used

]2.6 FLOOR FINISH MATERIALS

2.6.1 Liquid Chemical Floor Hardener

Not Used

]2.6.2 Abrasive Aggregate for Nonslip Aggregate Finish

Not Used

]2.6.3 Dry Materials for Colored Wear-Resistant Finish

Not Used

]2.6.4 Aggregate for Heavy-Duty Wear-Resistant Finish

Not Used

]2.6.5 Aggregate for Heavy-Duty Floor Topping

Not Used

PART 3 EXECUTION

3.1 EXAMINATION

Do not begin installation until substrates have been properly constructed;

verify that substrates are level.

If substrate preparation is the responsibility of another installer, notify

Contracting Officer of unsatisfactory preparation before processing.

Check field dimensions before beginning installation. If dimensions vary too much from design dimensions for proper installation, notify Contracting

Officer and wait for instructions before beginning installation.

3.2 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2.1 General

Surfaces against which concrete is to be placed must be free of debris, loose material, standing water, snow, ice, and other deleterious substances before start of concrete placing.

Remove standing water without washing over freshly deposited concrete.

Divert flow of water through side drains provided for such purpose.

SECTION 03 30 00 Page 14

3.2.2 Subgrade Under Foundations and Footings

3.2.3 Subgrade Under Slabs on Ground

Before construction of slabs on ground, have underground work on pipes and conduits completed and approved.

Previously constructed subgrade or fill must be cleaned of foreign materials.

Finished surface of subgrade or fill under exterior slabs on ground must not be more than 0.02-foot above or 0.10-foot below elevation indicated.

3.2.4 Edge Forms and Screed Strips for Slabs

Set edge forms for slabs to obtain indicated elevations and contours in finished slab surface.

3.2.5 Reinforcement and Other Embedded Items

3.3 FORMS

3.3.1 Coating

Before concrete placement, coat the contact surfaces of forms with a form release agent.

3.3.2 Reshoring

3.3.3 Reuse

Reuse forms providing the structural integrity of concrete and the aesthetics of exposed concrete are not compromised. Wood forms must not be clogged with paste and must be capable of absorbing high water-cementitious material ratio paste.

SECTION 03 30 00 Page 15

3.3.4 Forms for Standard Rough Form Finish

3.3.5 Forms for Standard Smooth Form Finish

3.3.6 Form Ties

3.3.7 Forms for Concrete Pan Joist Construction

3.3.8 Tolerances for Form Construction

Construct formwork to ensure that after removal of forms and prior to patching and finishing of formed surfaces, provide concrete surfaces in accordance with tolerances+- 0.05 feet horizontally and vertically.

3.3.9 Removal of Forms and Supports

After placing concrete, remove forms after concrete has curred for two days.

SECTION 03 30 00 Page 16

3.4 WATERSTOP INSTALLATION AND SPLICES

3.4.1 PVC Waterstop

3.4.2 Rubber Waterstop

3.4.3 Thermoplastic Elastomeric Rubber Waterstop

3.4.4 Hydrophilic Waterstop

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

3.5.1 General

3.5.2 Vapor Retarder

3.5.3 Perimeter Insulation

3.5.4 Reinforcement Supports

3.5.5 Splicing

3.5.6 Future Bonding

3.5.7 Setting Miscellaneous Material

Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement and support against displacement. Plumb anchor bolts and check location and elevation.

Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

3.5.8 Fabrication

S

SECTION 03 30 00 Page 17

3.5.9 Placing Reinforcement

3.5.10 Spacing of Reinforcing Bars

3.5.11 Concrete Protection for Reinforcement

3.5.12 Welding

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

ASTM C94/C94M, ACI 302.1R , except as modified herein. Batching equipment must be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Furnish mandatory batch ticket information for each load of ready mix concrete.

3.6.1 Measuring

Make measurements at intervals as specified in paragraphs SAMPLING and

TESTING.

3.6.2 Mixing

ASTM C94/C94M. Machine mix concrete. Begin mixing within 30 minutes after the cement has been added to the aggregates. Place concrete within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates if the air temperature is less than 84 degrees F. Reduce mixing time and place concrete within 60 minutes if the air temperature is greater than 84 degrees F except as follows: if set retarding admixture is used and slump requirements can be met, limit for placing concrete may remain at 90 minutes. Additional water may be added, provided that both the specified maximum slump and water-cementitious material ratio are not exceeded and the required concrete strength is still met. When additional water is added, an additional 30 revolutions of the mixer at mixing speed is required. Dissolve admixtures in the mixing water and mix in the drum to uniformly distribute the admixture throughout the batch. Do not reconstitute concrete that has begun to solidify.

3.6.3 Transporting

Transport concrete from the mixer to the forms as rapidly as practicable.

Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.

3.7 PLACING CONCRETE

Place concrete in quantities needed, do not drop concrete or casue concrete

SECTION 03 30 00 Page 18 mixture to sepparate conrete and aggregate.

3.7.1 Hot Weather

3.7.2 Bonding

3.8 WASTE MANAGEMENT

Provide as specified in the Waste Management Plan and as follows.

3.8.1 Mixing Equipment

Before concrete pours, designate an on site location for cleaning out concrete mixing trucks. Minimize water used to wash equipment.

3.8.2 Hardened, Cured Waste Concrete

Remove hardened conrete waste and reuse as aggregate in concrete projects as approved by Contracting Officer.

]3.8.3 Reinforcing Steel

3.8.4 Other Waste

Identify concrete manufacturer's or supplier's policy for collection or return of construction waste, unused material, deconstruction waste, and/or packaging material.

3.9 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.9.1 Defects

Repair surface defects.

3.9.2 Not Against Forms (Top of Walls)

Surfaces not otherwise specified must be finished with wood floats to even surfaces. Finish must match adjacent finishes.

3.9.3 Formed Surfaces

3.9.3.1 Tolerances

3.9.3.2 As-Cast Rough Form

3.9.3.3 Standard Smooth Finish

Provide for surfaces exposed to public view a surface finish SF-3.0. Patch holes and defects.

SECTION 03 30 00 Page 19

3.9.4 Finish

3.10 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

ACI 302.1R, unless otherwise specified. Steel trowel and fine-broom finish concrete slabs.

3.10.1 Finish

Place, consolidate, and immediately strike off concrete to obtain proper contour, grade, and elevation before bleedwater appears. Permit concrete to attain a set sufficient for floating and supporting the weight of the finisher and equipment. If bleedwater is present prior to floating the surface, drag the excess water off or remove by absorption with porous materials. Do not use dry cement to absorb bleedwater.

3.10.1.1 Scratched

3.10.1.2 Floated

3.10.1.3 Steel Troweled

3.10.1.4 Broomed

Use on surfaces of exterior walks, platforms, patios, and ramps, unless otherwise indicated. Finish concrete with a broomed finish.

SECTION 03 30 00 Page 20

3.10.1.5 Pavement

3.10.1.6 Concrete Toppings Placement

3.10.1.7 Chemical-Hardener Treatment

3.10.1.8 Colored Wear-Resistant Finish

3.10.1.9 Heavy-Duty Wear-Resistant Finish

3.10.2 Concrete Walks

3.10.3 Pits and Trenches

3.10.4 Curbs

3.11 JOINTS

3.11.1 Construction Joints

3.11.1.1 Maximum Allowable Construction Joint Spacing

3.11.1.2 Construction Joints for Constructability Purposes

3.11.2 Isolation Joints in Slabs on Ground

3.11.3 Contraction Joints in Slabs on Ground

SECTION 03 30 00 Page 21

]3.11.4 Sealing Joints in Slabs on Ground

3.12 CONCRETE FLOOR TOPPING

3.12.1 Standard Floor Topping

3.12.2 Heavy-Duty Floor Topping

3.13 CURING AND PROTECTION

Begin curing immediately following form removal. Avoid damage to concrete from vibration created by blasting, pile driving, movement of equipment in the vicinity, disturbance of formwork or protruding reinforcement, and any other activity resulting in ground vibrations. Protect concrete from injurious action by sun, rain, flowing water, frost, mechanical injury, tire marks, and oil stains. Do not allow concrete to dry out from time of placement until the expiration of the specified curing period. Do not use membrane-forming compound on surfaces where appearance would be objectionable, on any surface to be painted, where coverings are to be bonded to the concrete, or on concrete to which other concrete is to be bonded. If forms are removed prior to the expiration of the curing period, provide another curing procedure specified herein for the remaining portion of the curing period. Provide moist curing for those areas receiving liquid chemical sealer-hardener or epoxy coating. Allow curing compound/sealer installations to cure prior to the installation of materials that adsorb VOCs.

3.13.1 Requirements for Type III, High-Early-Strength Portland Cement

3.13.2 Curing Periods

ACI 301 Section 5. Begin curing immediately after placement. Protect concrete from premature drying, excessively hot temperatures, and mechanical injury; and maintain minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete. The materials and methods of curing are subject to approval by the Contracting Officer.

3.13.3 Curing Formed Surfaces

Accomplish curing of formed surfaces, including undersurfaces of girders, beams, supported slabs, and other similar surfaces by moist curing with forms in place for full curing period or until forms are removed. If forms are removed before end of curing period, accomplish final curing of formed surfaces by any of the curing methods specified above, as applicable.

3.13.4 Curing Unformed Surfaces

Accomplish initial curing of unformed surfaces, such as monolithic slabs, floor topping, and other flat surfaces, by membrane curing.

SECTION 03 30 00 Page 22

Unless otherwise specified, accomplish final curing of unformed surfaces by any of curing methods specified, as applicable.

Accomplish final curing of concrete surfaces to receive liquid floor hardener of finish flooring by moisture-retaining cover curing.

3.13.5 Temperature of Concrete During Curing

When temperature of atmosphere is 41 degrees F and below, maintain temperature of concrete at not less than 55 degrees F throughout concrete curing period or 45 degrees F when the curing period is measured by maturity. When necessary, make arrangements before start of concrete placing for heating, covering, insulation, or housing as required to maintain specified temperature and moisture conditions for concrete during curing period.

When the temperature of atmosphere is 80 degrees F and above or during other climatic conditions which cause too rapid drying of concrete, make arrangements before start of concrete placing for installation of wind breaks, of shading, and for fog spraying, wet sprinkling, or moisture-retaining covering of light color as required to protect concrete during curing period.

Changes in temperature of concrete must be uniform and not exceed 37 degrees F in any 1 hour nor 80 degrees F in any 24-hour period.

3.13.6 Protection from Mechanical Injury

During curing period, protect concrete from damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration and from damage caused by rain or running water.

3.13.7 Protection After Curing

Protect finished concrete surfaces from damage by construction operations.

3.14 FIELD QUALITY CONTROL

3.14.1 Sampling

ASTM C172/C172M. Collect samples of fresh concrete to perform tests specified. ASTM C31/C31M for making test specimens.

3.14.2 Testing

3.14.2.1 Slump Tests

ASTM C143/C143M. Take concrete samples during concrete placement/discharge.

The maximum slump may be increased as specified with the addition of an approved admixture provided that the water-cementitious material ratio is not exceeded. Perform tests at commencement of concrete placement, when test cylinders are made, and for each batch (minimum) or every 20 cubic yards (maximum) of concrete.

3.14.2.2 Temperature Tests

Test the concrete delivered and the concrete in the forms. Perform tests in hot or cold weather conditions (below 50 degrees F and above 80 degrees F

) for each batch (minimum) or every 20 cubic yards (maximum) of concrete, SECTION 03 30 00 Page 23 until the specified temperature is obtained, and whenever test cylinders and slump tests are made.

3.14.2.3 Compressive Strength Tests

ASTM C39/C39M. Make five 4 inch by 8 inch test cylinders for each set of tests in accordance with ASTM C31/C31M, ASTM C172/C172M and applicable requirements of ACI 306R. Take precautions to prevent evaporation and loss of water from the specimen. Test two cylinders at 7 days, two cylinders at 28 daysone cylinder in reserve. Take samples for strength tests of each mix design ofconcrete placed each day .

3.14.2.4 Strength of Concrete Structure

The strength of the concrete structure will be considered to be deficient if any of the following conditions are identified:

Failure to meet compressive strength tests as evaluated

Concrete which differs from required dimensions or location in such a manner as to reduce strength

Concrete curing and protection of concrete against extremes of temperature during curing, not conforming to requirements specified

Concrete subjected to damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration

Poor workmanship likely to result in deficient strength

Where the strength of the concrete structure is considered deficient submit a mitigation or remediation plan for review and approval by the contracting officer.

3.14.2.5 Non-Conforming Materials

Factors that indicate that there are non-conforming materials include (but not limited to) excessive compressive strength, inadequate compressive strength, excessive slump, excessive voids and honeycombing, concrete delivery records that indicate excessive time between mixing and placement, or excessive water was added to the mixture during delivery and placement.

Any of these indicators alone are sufficient reason for the Contracting

Officer to request additional sampling and testing.

Investigations into non-conforming materials must be conducted at the

Contractor's expense. The Contractor must be responsible for the investigation and must make written recommendations to adequately mitigate or remediate the non-conforming material. The Contracting Officer may accept, accept with reduced payment, require mitigation, or require removal and replacement of non-conforming material at no additional cost to the

Government.

SECTION 03 30 00 Page 24

3.14.2.6 Testing Concrete Structure for Strength

3.15 REPAIR, REHABILITATION AND REMOVAL

Before the Contracting Officer accepts the structure the Contractor must inspect the structure for cracks, damage and substandard concrete placements that may adversely affect the service life of the structure. A report documenting these defects must be prepared which includes recommendations for repair, removal or remediation must be submitted to the

Contracting Officer for approval before any corrective work is accomplished.

3.15.1 Repair of Weak Surfaces

Weak surfaces are defined as mortar-rich, rain-damaged, uncured, or containing exposed voids or deleterious materials. Concrete surfaces with weak surfaces less than 1/4 inch thick must be diamond ground to remove the weak surface. Surfaces containing weak surfaces greater than 1/4 inch thick must be removed and replaced or mitigated in a manner acceptable to the

Contracting Officer.

3.15.2 Failure of Quality Assurance Test Results

Proposed mitigation efforts by the Contractor must be approved by the

Contracting Officer prior to proceeding.

-- End of Section --

SECTION 03 30 00 Page 25

SECTION 03 30 53

MISCELLANEOUS CAST-IN-PLACE CONCRETE

05/14

PART 1 GENERAL

1.1 SUMMARY

Perform all work in accordance withACI 318.

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. P

1.2.2 Measurement

1.2.3 Unit of Measure

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 (2010; Errata 2011) Specifications for

Structural Concrete

ACI 302.1R (2004; Errata 2006; Errata 2007) Guide for

Concrete Floor and Slab Construction

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

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2010) Guide to Cold Weather Concreting

ACI 318 (2011; Errata 1 2011; Errata 2 2012;

SECTION 03 30 53 Page 1

Errata 3-4 2013) 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 C1064/C1064M (2011) Standard Test Method for

Temperature of Freshly Mixed

Hydraulic-Cement Concrete

ASTM C1157/C1157M (2011) Standard Specification for

Hydraulic Cement

ASTM C143/C143M (2012) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C150/C150M (2012) Standard Specification for Portland

Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing

Water Used in Production of Hydraulic

Cement Concrete

ASTM C172/C172M (2014) Standard Practice for Sampling

Freshly Mixed Concrete

ASTM C231/C231M (2014) Standard Test Method for Air

Content of Freshly Mixed Concrete by the

Pressure Method

ASTM C260/C260M (2010a) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid

Membrane-Forming Compounds for Curing

Concrete

ASTM C31/C31M (2012) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2013) Standard Specification for Concrete

Aggregates

SECTION 03 30 53 Page 2

ASTM C39/C39M (2014a) Standard Test Method for

Compressive Strength of Cylindrical

Concrete Specimens

ASTM C494/C494M (2013) Standard Specification for Chemical

Admixtures for Concrete

ASTM C595/C595M (2014) Standard Specification for Blended

Hydraulic Cements

ASTM C618 (2012a) Standard Specification for Coal

Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete

ASTM C685/C685M (2011) Concrete Made by Volumetric

Batching and Continuous Mixing

ASTM C94/C94M (2014a) Standard Specification for

Ready-Mixed Concrete

ASTM D75/D75M (2014) Standard Practice for Sampling

Aggregates

U.S. ARMY CORPS OF ENGINEERS (USACE)

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

1.4 SUBMITTALS

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

submittals not having a "G" designation are for Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Installation Drawings]

SD-03 Product Data

Air-Entraining Admixture

SECTION 03 30 53 Page 3

Water-Reducing or Retarding Admixture

Curing Materials

Batching and Mixing Equipment

Conveying and Placing Concrete

Mix Design Data]

Ready-Mix Concrete

SD-06 Test Reports

Aggregates

Concrete Mixture Proportions

Compressive Strength Testing

Slump

Water

SD-07 Certificates

Cementitious Materials

Pozzolan

SD-08 Manufacturer's Instructions

Chemical Floor Hardener

Curing Compound

1.5 QUALITY ASSURANCE

Indicate specific locations of Concrete PlacementForms on installation drawings and include, but not be limited to, square feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement of cast-in-place concrete section.

1.5.1 Regulatory Requirements

1.5.2 Flatness and Levelness of Floor Slabs

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

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 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. Take samples for strength

SECTION 03 30 53 Page 4 tests not less than once each shift in which concrete is produced .

Provide a minimum of five specimens from each sample; two to be tested at

28 days (90 days if pozzolan is used) for acceptance, two will be tested at

7 days for information and one held in reserve.

2.1.1 Strength

Acceptance test results are the average strengths of two specimens tested at 28 days . 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

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

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 4500 psi at

28 days . The maximum nominal size coarse aggregate is 1, 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

Submit Manufacturer's certificates of compliance, accompanied by mill test reports, attesting that the concrete materials meet the requirements of the specifications in accordance with the Special Clause "CERTIFICATES OF

COMPLIANCE". Also, certificates for all material conforming to EPA's

Comprehensive Procurement Guidelines (CPG), in accordance with 40 CFR 247.

Provide cementitious materials that conform to the appropriate specifications listed:

2.2.1.1 Portland Cement

ASTM C150/C150M, Type I or II with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent

Na2Oe (sodium oxide) equivalent.

SECTION 03 30 53 Page 5

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

For fine and coarse aggregates meet the quality and grading requirements of

ASTM C33/C33M. Perform evaluation of fine and coarse aggregates separately and in combination, matching the proposed mix design proportioning. All results of the separate and combination testing must have a measured expansion less than 0.08 percent at 28 days after casting. If the test data indicates an expansion of 0.08 percent or greater, reject the aggregate(s) or perform additional testing using ASTM C1260 and ASTM C1567.

Use Class F fly ash up to 25 percent of the total cementitious material by mass]. 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. Submit test report showing water complies with ASTM C1602/C1602M.

2.2.5 Curing Materials

Provide curing materials in accordance with ACI 301, Section 5.

2.3 READY-MIX CONCRETE

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

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

a. Type and brand cement

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

c. Maximum size of aggregate

SECTION 03 30 53 Page 6

d. Amount and brand name of admixture

e. Total water content expressed by water cementitious material ratio

2.4 ACCESSORIES

2.4.1 Waterstops

2.4.1.1 PVC Waterstop

2.4.1.2 Rubber Waterstop

2.4.1.3 Thermoplastic Elastomeric Rubber Waterstop

2.4.1.4 Hydrophilic Waterstop

2.4.2 Chemical Floor Hardener

2.4.3 Curing Compound

Provide curing compound conforming to ASTM C309. Submit manufactures instructions for placing curing compound.

PART 3 EXECUTION

3.1 PREPARATION

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.

SECTION 03 30 53 Page 7

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.

3.1.3.2…