W912QR21R0054_Specs_Volume2-0001.pdf

Solicitation For Barracks Bldg 5503 Full Facility Renovation, Joint Base McGuire-Dix-Lakehurst, New Jersey

P2: 473916

Design-Build RFP

Specifications Phase 2 Submittal Volume 2

06 August 2021

W912QR21R0054

ARIMS: 200A

Disposition: Maintain for 15yrs after construction

W912QR21R0054-0001

Phase 2 SUBMITTAL Specifications Volume 2

BARRACKS BUILDING 5503

FULL FACILITY RENOVATION

DESIGN BUILD RFP

Joint Base McGuire-Dix-Lakehurst, New Jersey

Date:

07-13-2021

Solicitation Number:

W912QR21R0054

P2#: 473916

Prepared For:

US Army Corps of Engineers Louisville District

Building 5503, Barracks D/B FFR P2 #473916

JOINT BASE MCGUIRE-DIX-LAKEHURST, NJ W912QR21R0054

September 2012 Version 1 Table of Contents

VOLUME 2

OUTLINE TECHNICAL SPECIFICATIONS

Refer to Section 01 02 00.00 48 Statement of Work, Part 1.6.2.

Table of Contents

PAGE

TABLE OF CONTENTS

DIVISION 03 – CONCRETE

SECTION 03 11 13.00 48 – STRUCTURAL CONCRETE FORMWORK

SECTION 03 20 01.00 48 – CONCRETE REINFORCEMENT

SECTION 03 23 00.00 48 – STEEL STRESSING TENDONS AND ACCESSORIES FOR PRESTRESSED CONCRETE . 8

SECTION 03 30 00.00 48 – CAST-IN-PLACE CONCRETE

SECTION 03 41 13.00 48 – PRECAST CONCRETE HOLLOW CORE PLANKS

SECTION 03 45 33.00 48 – STRUCTURAL PRECAST CONCRETE WALL PANELS

DIVISION 04 – MASONRY

SECTION 04 20 00.00 48 – UNIT MASONRY SYSTEM

SECTION 04 71 00.00 48 – CAST STONE

DIVISION 05 – METALS

SECTION 05 12 00.00 48 – STRUCTURAL STEEL

SECTION 05 21 02.00 48 – STEEL JOISTS AND JOIST GIRDERS

SECTION 05 30 00.00 48 – STEEL DECKING

SECTION 05 40 00.00 48 – COLD FORMED METAL FRAMING

SECTION 05 50 00.00 48 – METAL FABRICATIONS

DIVISION 06 – WOOD, PLASTICS, AND COMPOSITES

SECTION 06 10 00.00 48 – ROUGH CARPENTRY

SECTION 06 20 00.00 48 – FINISH CARPENTRY

SECTION 06 41 16.00 48 – CUSTOM CABINETS

SECTION 06 611 160.00 48 – SOLID POLYMER FABRICATIONS

DIVISION 07 – THERMAL AND MOISTURE PROTECTION

SECTION 07 11 00.00 48 – BITUMINOUS DAMPPROOFING

SECTION 07 13 00.00 48– BITUMINOUS WATERPROOFING

SECTION 07 19 00.00 48 – WATER REPELLENT COATING

SECTION 07 21 00.00 48 – BUILDING INSULATION

SECTION 07 22 00.00 48– ROOF AND DECK INSULATION

SECTION 07 25 00.00 48 – BUILDING AIR BARRIER SYSTEM

SECTION 07 31 13.00 48– FIBER GLASS-BASED ASPHALT SHINGLE ROOF SYSTEM

SECTION 07 42 13.00 48 – METAL WALL PANELS

SECTION 07 52 00.00 48 – MODIFIED BITUMINOUS SHEET ROOFING

SECTION 07 53 23.00 48 – ETHYLENE-PROPYLENE-DIENE-MONEMER ROOFING

SECTION 07 60 00.00 48 – FLASHING AND SHEET METAL

SECTION 07 61 13.00 48 – HYDROKINETIC (WATER-SHEDDING) STANDING SEAM METAL ROOFING SYSTEM

(HSSMRS)

SECTION 07 61 14.00 48 – HYDROSTATIC (WATER-TIGHT) STANDING SEAM METAL ROOFING SYSTEM

(HS-SSMRS)

SECTION 07 84 00.00 48 – FIRESTOPPING

SECTION 07 90 00.00 48 – JOINT SEALERS

September 2012 Version 2 Table of Contents

DIVISION 08 – OPENINGS

SECTION 08 11 13.00 48 – STEEL DOORS AND FRAMES

SECTION 08 11 16.00 48 – ALUMINUM DOORS AND FRAMES

SECTION 08 14 00.00 48 – WOOD DOORS

SECTION 08 31 13.00 48 – ACCESS DOORS AND FRAMES

SECTION 08 33 13.00 48 – METAL COILING COUNTER DOORS

SECTION 08 33 23.00 48 – OVERHEAD ROLLING DOORS

SECTION 08 34 59.00 48 – SECURITY AND VAULT EQUIPMENT

SECTION 08 44 00.00 48 – GLAZED CURTAIN WALL/STOREFRONT/NO MULTI-STORY

SECTION 08 45 23.00 48 – INSULATED TRANSLUCENT FIBERGLASS SANDWICH PANELWALL/ROOF SYSTEM

SECTION 08 51 13.00 48 – ALUMINUM WINDOWS

SECTION 08 70 00.00 48 – DOOR HARDWARE

SECTION 08 80 00.00 48 – GLASS

SECTION 08 90 00.00 48 – LOUVERS AND VENTS

DIVISION 09 – FINISHES

SECTION 09 29 00.00 48 – GYPSUM BOARD

SECTION 09 30 00.00 48 – CERAMIC TILE

SECTION 09 50 00.00 48 – ACOUSTICAL CEILINGS

SECTION 09 65 00.00 48 – RESILIENT FLOORING

SECTION 09 67 00.00 48 – FLUID APPLIED FLOORING

SECTION 09 68 00.00 48 – CARPETING

SECTION 09 72 00.00 48 – WALL COVERINGS

SECTION 09 90 00.00 48 – PAINTS AND COATINGS

DIVISION 10 – SPECIALTIES

SECTION 10 00 00.00 48 – MISCELLANEOUS SPECIALTIES (PARTIAL OMAR FUNDED)

SECTION 10 10 00.00 48 – VISUAL DISPLAY BOARDS

SECTION 10 12 00.00 48 – RECESSED DISPLAY CASE

SECTION 10 14 01.00 48 – EXTERIOR SIGNAGE

SECTION 10 14 02.00 48 – INTERIOR SIGNAGE

SECTION 10 21 13.00 48 – PLASTIC TOILET PARTITIONS

SECTION 10 22 13.00 48 – WIRE MESH PARTITIONS

SECTION 10 22 26.00 48 – OPERABLE PARTITIONS

SECTION 10 26 00.00 48 – WALL AND CORNER GUARDS

SECTION 10 28 00.00 48 – TOILET ACCESSORIES

SECTION 10 44 00.00 48 – FIRE EXTINGUISHERS, CABINETS AND ACCESSORIES

SECTION 10 50 00.00 48 – METAL LOCKERS (OMAR FUNDED)

SECTION 10 55 00.00 48 – POSTAL SPECIALTIES

SECTION 10 56 13.00 48 – STORAGE SHELVING (OMAR FUNDED)

SECTION 10 75 00.00 48 – FLAGPOLES

DIVISION 11 – EQUIPMENT

SECTION 11 13 00.00 48 – LOADING DOCK EQUIPMENT

SECTION 11 30 00.00 48 – RESIDENTIAL EQUIPMENT (OMAR FUNDED)

SECTION 11 46 01.00 48 – FOOD SERVICE EQUIPMENT (OMAR FUNDED)

SECTION 11 52 13.00 48 – PROJECTION SCREENS

DIVISION 12 – FURNISHINGS

SECTION 12 20 00.00 48 – WINDOW TREATMENT

SECTION 12 48 00.00 48 – RUGS AND MATS

DIVISION 13 – SPECIAL CONSTRUCTION

SECTION 13 34 19.00 48 – PRE-ENGINEERED STRUCTURES

SECTION 13 48 00.00 48 – MECHANICAL SEISMIC CONTROL

September 2012 Version 3 Table of Contents

DIVISION 14 – CONVEYING EQUIPMENT

SECTION 14 24 00.00 48 – HYDRAULIC ELEVATORS

DIVISION 21 – FIRE SUPPRESSION

SECTION 21 21 03.00 48 – WET CHEMICAL EXTINGUISHMENT SYSTEM

SECTION 21 23 00.00 48 – WET PIPE SPRINKLER SYSTEMS, FIRE PROTECTION

SECTION 21 30 00.00 48 – FIRE PUMPS

DIVISION 22 – PLUMBING

SECTION 22 11 23.00 48 – PLUMBING PUMPS

SECTION 22 13 00.00 48 – SANITARY, WASTE, VENT, AND STORM SPECIALTIES

SECTION 22 15 00.00 48 – GENERAL SERVICE COMPRESSED AIR EQUIPMENT

SECTION 22 34 00.00 48 – DOMESTIC WATER HEATERS

SECTION 22 42 00.00 48 – PLUMBING FIXTURES

DIVISION 23 – HEATING VENTILATING AND AIR CONDITIONING

SECTION 23 05 29.00 48 – HANGERS AND SUPPORTS

SECTION 23 05 48.00 48 – VIBRATION ISOLATION

SECTION 23 05 53.00 48 – IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT

SECTION 23 05 93.00 48 – TESTING, ADJUSTING AND BALANCING

SECTION 23 07 00.00 48 – MECHANICAL INSULATION

SECTION 23 09 00.00 48 – HVAC INSTRUMENTATION AND CONTROLS

SECTION 23 21 13.00 48 – PIPING

SECTION 23 21 14.00 48 – VALVES

SECTION 23 21 23.00 48 – PUMPS

SECTION 23 31 13.00 48 – METAL DUCTWORK

SECTION 23 33 00.00 48 – DUCTWORK ACCESSORIES

SECTION 23 34 00.00 48 – FANS

SECTION 23 35 16.00 48 – OVERHEAD VEHICLE TAILPIPE EXHAUST SYSTEM(S)

SECTION 23 36 00.00 48 – AIR TERMINAL UNITS

SECTION 23 37 00.00 48 – AIR OUTLETS AND INLETS

SECTION 23 38 13.00 48 – RANGE HOOD

SECTION 23 40 00.00 48 – AIR CLEANING DEVICES

SECTION 23 51 00.00 48 – BREECHING AND STACKS

SECTION 23 52 00.00 48 – HEATING BOILERS AND ACCESSORIES

SECTION 23 54 16.00 48 – DIRECT-FIRED MAKEUP AIR UNITS

SECTION 23 64 26.00 48 – PACKAGED AIR-COOLED ROTARY-SCREW CHILLERS

SECTION 23 73 00.00 48 – AIR HANDLING UNITS

SECTION 23 81 26.00 48 – SPLIT SYSTEM AIR CONDITIONING UNITS

SECTION 23 81 43.00 48 – AIR-TO-AIR HEAT PUMPS

SECTION 23 82 00.00 48 – TERMINAL HEATING UNITS

SECTION 23 83 00.00 48 – RADIANT FLOOR HEATING SYSTEM

SECTION 23 84 16.00 48 – DEHUMIDIFIER UNITS

DIVISION 26 – ELECTRICAL

SECTION 26 05 00.00 48 – COMMON WORK RESULTS FOR ELECTRICAL

SECTION 26 05 19.00 48 – LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

SECTION 26 05 26.00 48 – GROUNDING AND BONDING

SECTION 26 05 29.00 48 – HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

SECTION 26 05 33.00 48 – RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

SECTION 26 05 53.00 48 – IDENTIFICATION FOR ELECTRICAL SYSTEMS

SECTION 26 06 00. .00 48 – ELECTRICAL UTILITY SERVICES

SECTION 26 08 00.00 48 – EQUIPMENT INSPECTION AND TESTING

SECTION 26 22 00.00 48 – LOW-VOLTAGE TRANSFORMERS

SECTION 26 24 00.00 48 – SWITCHBOARDS, PANELBOARDS, AND CONTROL CENTERS

SECTION 26 27 26.00 48 – WIRING DEVICES

September 2012 Version 4 Table of Contents

SECTION 26 28 16.00 48 – ENCLOSED SWITCHES AND CIRCUIT BREAKERS

SECTION 26 29 00.00 48 – ENCLOSED CONTROLLERS

SECTION 26 41 13.00 48 – LIGHTNING PROTECTION

SECTION 26 51 00.00 48 – INTERIOR LIGHTING

SECTION 26 56 00.00 48 – EXTERIOR LIGHTING

SECTION 26 60 13.00 48 – LOW-VOLTAGE MOTORS

DIVISION 27 – COMMUNICATIONS

SECTION 27 05 28.00 48 – CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

SECTION 27 10 00.00 48 – BUILDING TELECOMMUNICATIONS CABLING

SECTION 27 51 16.00 48 – PUBLIC ADDRESS SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

SECTION 28 20 01.00 48 – ELECTRONIC SECURITY SYSTEM

SECTION 28 31 76.00 48 – FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION SECTION 31 – EARTHWORK

SECTION 31 00 00.00 48 – EARTHWORK

SECTION 31 11 00.00 48 – CLEARING AND GRUBBING

SECTION 31 31 16.00 48 – TERMITICIDE TREATMENT MEASURES FOR SUBTERRANEAN TERMITE CONTROL

DIVISION 32 – EXTERIOR IMPROVEMENTS

SECTION 32 05 33.00 48 – LANDSCAPING

SECTION 32 11 24.00 48 – AGGREGATE AND/OR GRADED – CRUSHED AGGREGATE BASE COARSE

SECTION 32 12 16.00 48 – HOT-MIX ASPHALT (HMA) FOR ROADS

SECTION 32 13 13.00 48 – CONCRETE PAVEMENT FOR SMALL PROJECTS

SECTION 32 17 24.00 48 – PAVEMENT MARKERS

SECTION 32 31 13.00 48 – CHAIN LINK FENCES AND GATES

SECTION 32 84 24.00 48 – LANDSCAPE IRRIGATION

DIVISION 33 – UTILITIES

SECTION 33 11 00.00 48 – WATER DISTRIBUTION SYSTEM

SECTION 33 30 00.00 48 – SANITARY SEWERS

SECTION 33 40 01.00 48 – STORM – DRAINAGE SYSTEM

SECTION 33 46 13.00 48 – FOUNDATION DRAINAGE SYSTEM

SECTION 33 51 03.00 48 – GAS DISTRIBUTION SYSTEM

SECTION 33 70 02.00 48 – ELECTRICAL DISTRIBUTION SYSTEM

SECTION 33 82 00 – TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 40 – PROCESS INTEGRATION

SECTION 40 21 15.00 48 – PIPING SPECIALTIES

DIVISION 41 – METAL PROCESSING AND HANDLING EQUIPMENT

SECTION 41 22 00.00 48 – HOIST AND CRANES

September 2012 Version 5 DIV 3 - Concrete

DIVISION 03 – CONCRETE

SECTION 03 11 13.00 48 – STRUCTURAL CONCRETE FORMWORK

References: 1. The publications referenced above (or below) establish minimum requirements for materials, systems and execution that may be specified in this Section.

ACI INTERNATIONAL (ACI)

ACI 347 Guide to Formwork for Concrete

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 Basic Hardboard

THE ENGINEERED WOOD ASSOCIATION (APA)

APA PS-1 Voluntary Product Standard for Construction and Industrial Plywood

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 1074 Standard Practice for Estimating Concrete Strength by the Maturity Method

ASTM C 1077 Standard Practice for Labotories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 31/C 31 M Standard Practice for Making and Curing Concrete Test Specimens in the

Field

ASTM C 39/C 39M Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens

ASTM C578 Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

U.S. DEPARTMENT OF COMMERCE (DOC)

PS-1Voluntary Product Standard - Construction and Industrial Plywood

General: 1. DESIGN REQUIREMENTS: The design, engineering, and construction of the formwork shall be the responsibility of the Contractor. Formwork shall be designed in accordance with methodology of ACI 347R for anticipated loads, lateral pressures, and stresses. Forms shall be capable of producing a surface which meets the requirements of the class of finish specified in the Construction Documents. Forms shall be capable of withstanding the pressures resulting from placement and vibration of concrete.

2. SUBMITTALS: The following shall be submitted to the Engineer of Record for approval in accordance with Section 01 33 00.10 06 SUBMITTAL PROCEDURES FOR DESIGN/BUILD:

a. Shop drawings: Drawings showing details of formwork, including dimensions of fiber voids, joints, supports, studding and shoring, and sequence of form and shoring removal shall be submitted at least 30 days either before fabrication on site or before delivery of prefabricated forms. If reshoring is permitted, submit the method, including the location, order and time of erection and removal.

b. Product data: Design analysis and calculations for form design and methodology used in the design shall be submitted at least 30 days either before fabrication on site or before delivery of prefabricated forms.

c. Test reports: The Contractor shall submit field inspection reports for concrete forms and embedded items. If forms are to be removed in less than 24 hours on formwork not supporting the weight of concrete, the evaluation and results of the control cylinder tests shall be submitted to and approved before the forms are removed.

September 2012 Version 6 DIV 3 - Concrete

d. Certificates; Certificates attesting the fiber voids conform to the specified requirements.

3. STORAGE AND HANDLING: Form materials shall be stored above ground level in a dry location. Form materials shall be kept dry until installed and overlaid with concrete.

Products: 1. FORM MATERIALS

a. Forms for Class A and B surfaces shall be plywood panels conforming to PS-1, Grade B-B concrete form panels, Class I or II. Other form materials or liners may be used provided the smoothness and appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels. Forms for round columns shall be the prefabricated seamless type. Forms for Class C and D surfaces shall be as accepted by the Engineer and/or Architect of record.

b. Retain-In-Place Metal Forms: Retain-in-place metal forms for concrete slabs and roofs shall be as specified in Section 05 30 00.00 48 STEEL DECK.

c. Pan-Form Units: Pan-form units for one-way or two-way concrete joist and slab construction shall be factory-fabricated units of the approximate section indicated. Units shall consist of stell or molded fiberglass concrete form pans. Closure units shall be furnished as required.

d. Form Ties: Form ties shall be factory-fabricated metal ties, shall be of the removable or internal disconnecting or snap-off type, and shall be of a design that will not permit form deflection and will not spall concrete upon removal. Solid backing shall be provided for each tie. Except where removable tie rods are used, ties shall not leave holes in the concrete surface less than 1/4 inch nor more than 1 inch deep and not more than 1 inch in diameter. Removable tie rods shall be not more than 1-1/2 inches in diameter. Plastic snap ties may be used in locations where the surface will not be exposed to view.

e. Form Releasing Agents: Form releasing agents shall be commercial formulations that will not bond with, stain or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion nor impede the wetting of surfaces to be cured with water or curing compounds.

f. Fiber Voids: Fiber voids shall be the product of a reputable manufacturer regularly engaged in the commercial production of fiber voids. The voids shall be constructed of double faced, corrugated fiberboard. The corrugated fiberboard shall be fabricated of wet strength paper liners, impregnated with paraffin, and laminated with moisture resistant adhesive, and shall have a board strength of 275 psi. Voids which are impregnated with paraffin after construction, in lieu of being constructed with paraffin impregnated fiberboard, are acceptable. Voids shall be designed to support not less than 1000 psf. To prevent separation during concrete placement fiber voids shall be assembled with steel or plastic banding or by adequate stapling or gluing as recommended by the manufacturer. Fiber voids placed under concrete slabs and that are at least 8 inches in depth may be heavy duty "waffle box" type, constructed of paraffin impregnated corrugated fiberboard.

g. FIBER VOID RETAINERS:

1) 2.2.1 Polystyrene Rigid Insulation: Polystyrene rigid insulation shall conform to ASTM C

578, Type V, VI, or VII, square edged. Size shall be 1-1/2 inches thick by 16 inches in height by 3 feet in length, unless otherwise indicated by the Engineer of Record.

2) 2.2.2 Precast Concrete: Precast concrete units shall have a compressive strength of not less than 2500 psi, reinforced with 6 inch by 6 inch by W1.4 WWF wire mesh, and 12 inches (height) by 3 feet (length) by 1-5/8 inches (thickness) in size unless otherwise indicated.

SECTION 03 20 01.00 48 – CONCRETE REINFORCEMENT

References: 1. The publications referenced above (or below) establish minimum requirements for materials, systems and execution that may be specified in this Section.

ACI 318 Building Code Requirements for Structural Concrete and Commentary ACI 318M Metric Building Code Requirements for Structural Concrete and Commentary

AMERICAN WELDING SOCIETY (AWS)

September 2012 Version 7 DIV 3 - Concrete

AWS D1.4/D1.4M Structural Welding Code – Reinforcing Steel

ASTM A53/A53M Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A82/A82M Steel Wire, Plain, for Concrete Reinforcement ASTM A184/A184M Fabricated Deformed Steel Bar Mats for Concrete Reinforcement ASTM A185/A185M Steel Welded Wire Reinforcement, Plain, for Concrete Reinforcement ASTM A496/A496M Steel Wire, Deformed, for Concrete ASTM A497/A497M Steel Welded Wire Reinforcement, Deformed, for Concrete ASTM A615/A615M Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A675/A675M Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical Properties ASTM A706/A706M Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement ASTM A767/A767M Zinc-Coated (Galvanized) Steel Bars in Concrete Reinforcement ASTM A775/A775M Epoxy-Coated Steel Reinforcment Bars ASTM A884/A884M Epoxy-Coated Steel Wire and Welded Wire Reinforcement ASTM C1116 Fiber-Reinforced Concrete

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP Manual of Standard Practice

General: 1. SUBMITTALS: The following shall be submitted to the Engineer of Record for approval in accordance with Section 01 33 00.10 06 SUBMITTAL PROCEDURES FOR DESIGN/BUILD:

a. Shop Drawings: Detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

b. b. Certificates:

1) Reinforcing Steel; Certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

2) Welder certificates, certifying welders employed on the Work, verifying AWS qualification within the previous 12 months.

2. WELDING: Welders shall be qualified in accordance with AWS D1.4/D1.4M. Qualification test shall be performed at the worksite and the Contractor shall notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4.

3. DELIVERY AND STORAGE: Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

Products: 1. DOWELS: Round dowels shall conform to to ASTM A675/A675M, Grade 80. Steel pipe conforming to

ASTM A53/A53M, Schedule 80, may be used as dowels provided the ends are closed with metal or plastic inserts or with mortar. Proprietary steel dowel systems may be used with the approval of the Structural Engineer of Record and acceptance of the Contracting Officer.

2. FABRICATED BAR MATS: Fabricated bar mats shall conform to ASTM A184/A184M.

3. REINFORCING STEEL: Reinforcing steel shall be deformed bars conforming to ASTM A615/A615M or

ASTM A706/A706M, grades and sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A82. In highly corrosive environments or when directed by the Engineer, reinforcing steel shall conform to ASTM A767/A767M or ASTM A775/A775M as appropriate.

4. WELDED WIRE FABRIC: Welded wire fabric shall conform to ASTM A185/A185M.. When directed by the EngineerEngineerfor special applications, welded wire fabric shall conform to ASTM A884/A884M.

Welded wire fabric shall be transported and delivered in flat sheets.

September 2012 Version 8 DIV 3 - Concrete

5. WIRE TIES: Wire ties shall be 16 ga. or heavier black annealed steel wire.

6. SUPPORTS: Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI

10MSP and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

7. Welds: Weld reinforcement in accordance with AWS D1.4 and AWS D12.1. Welding shall be limited to

A706 reinforcing only.

8. SYNTHETIC FIBER REINFORCEMENT: Synthetic fiber shall be polypropylene with a denier less than 100 and a nominal fiber length of 2 inches.

SECTION 03 23 00.00 48 – STEEL STRESSING TENDONS AND ACCESSORIES FOR PRESTRESSED

CONCRETE

References: 1. The publications referenced above (or below) establish minimum requirements for materials, systems and

ACI 318 Building Code Requirements for Structural Concrete and Commentary ACI 318M Metric Building Code Requirements for Structural Concrete and

CommentaryACI SP-66 ACI Detailing Manual

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A416/A416M Steel Strand, Uncoated Seven-Wire for Prestressed Concrete ASTM A421/A421M Uncoated Stress-Relieved Steel Wire for Prestressed Concrete ASTM A722/A722M Uncoated High-Strength Steel Bar for Prestressing Concrete ASTM C109/C109M Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm)

Cube specimens) ASTM C150 Portland Cement ASTM C939 Flow of Grout for Preplaced- Aggregate Concrete (Flow Cone Method) ASTM C940 Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate

Concrete in the Laboratory

General: 1. SUBMITTALS: The following shall be submitted to the Engineer of Record for approval in accordance with Section 01 33 00.10 06 SUBMITTAL PROCEDURES FOR DESIGN/BUILD:

a. Shop Drawings; Installation drawings for tendons and accessories shall be submitted and approved prior to commencing the work.

b. Product Data

1) Materials Disposition Records; Records which identify the incorporation of approved materials into the work shall be submitted before completion of the contract.

c. Test Reports

1) Stressing Tendons and Accessories; Certified materials test reports shall be submitted for all required materials tests, note the specific standards followed in the performance of tests, show that materials comply with the applicable specifications, be submitted for each material shipment and be identified with specific lots prior to use of materials in the work.

2. DELIVERY, STORAGE AND HANDLING OF MATERIALS: Materials shall be suitably wrapped, packaged or covered at the factory to prevent being affected by dirt, water and rust. Materials shall be

September 2012 Version 9 DIV 3 - Concrete protected against abrasion or damage during shipment and handling. Materials stored at the site shall be placed above ground on elevated covered platforms.

Products: 1. MATERIALS: Stressing tendons and accessories shall conform to the requirements of ACI 318 except as specified.

a. Stressing Tendons: Stressing tendons shall be clean and free of loose rust, scale and pitting. Unbonded tendons shall be permanently protected from corrosion with an approved applied coating.

1) Seven-Wire Stress-Relieved Strand and Strand Assemblies: Seven-wire stress-relieved strand shall conform to ASTM A416/A416M.

2) High-Strength Steel Bars: High-strength steel bars shall conform to ASTM A722/A722M, Type I or II, meeting all supplementary requirements.

3) Accessories:

i. Ducts: Tendon ducts shall be of ferrous metal, capable of transmitting forces from grout to the surrounding concrete, flexible enough to conform to the tendon profile and strong enough to maintain their shape without deforming, sagging, or collapsing during concrete placement and vibration. The inside diameter of the ducts shall be large enough to provide an internal area at least twice the gross area of multiple wire, bar or strand assemblies and shall be at least 1/4-inch larger than the diameter of a single wire, bar or strand placed in the ducts. Ducts shall be designed for watertight connections with all fittings. Gavanized ducts will not be permitted.

ii. Anchorage and couplers: Anchorage and couplers shall be metal of proven corrosion resistance and compatible with the stressing tendons, capable of fully developing the minimum guaranteed ultimate strength of tendons without excessive slip and approved.

Anchorages shall be the button-head, wedge, nut and thread, grip nut, thread-bar, threaded plate or other approved type and shall be provided with bearing plate bars, rings, bells or other positive-attaching anchor fittings. Couplers shall be provided with housings long enough to permit the necessary movements and fittings which allow complete grouting of all components.

iii. Grout: Grout for grouting post-tensioned tendons shall consist of a mixture of Portland cement, shrinkage compensating admixture and potable water of which final proportions shall be based on test results of sample mixtures. Cement shall conform to ASTM C150, Type I or II. The shrinkage compensating admixture shall produce a 2 percent minimum and a 10 percent maximum unconfined expansion when tested in accordance with ASTM C940, shall not contain aluminum powder, chlorides, fluorides or nitrates, may be dispensed in solid or liquid form and must be approved by the Contracting Officer prior to its use. The water content shall be the minimum necessary for proper placement but the water-cement ratio shall not exceed 0.50 by weight. The pumpability of grout shall be determined in accordance with ASTM C939. The efflux time of a grout sample immediately after mixing shall not be less than 11 seconds. The minimum 7-day compressive strength of 2-inch grout cubes, molded, cured and tested in accordance with ASTM C109/C109M shall be 2500 psi.

2. TESTS, INSPECTIONS, AND VERIFICATIONS: The Contractor shall have required material tests performed by an approved laboratory to demonstrate that the materials are in conformance with the specifications. These tests shall be at the Contractor's expense.

SECTION 03 30 00.00 48 – CAST-IN-PLACE CONCRETE

Scope: 1. Provide cast-in-place concrete for general building construction, including, without limitation:

a. Footings and foundations.

b. Slab on grade.

c. Concrete fill for metal floor and roof decks.

d. Base course for exterior paving.

e. Door frames at maintenance bays

f. Requirements (materials, mixes, finishes) apply to concrete work specified in other sections, such as sidewalk paving and fill for metal pan stair treads.

g. Concrete wall panels

September 2012 Version 10 DIV 3 - Concrete

References: 1. The publications referenced above (or below) establish minimum requirements for materials, systems and

ACI 117/117R Standard Tolerances for Concrete Construction and Materials ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and

Mass Concrete ACI 211.2 Standard Practice for Selecting Proportions for Structural Lightweight

Concrete ACI 213R Guide for Structural Lightweight Aggregate Concrete ACI 214.3R Simplified Version of the Recommended Practice for Evaluation of Strength

Test Result Concrete ACI 301 Standard Specifications for Structural Concrete ACI 303R Guide to Cast-In-Place Architectural Concrete Practice ACI 305R Hot Weather Concreting ACI 318/318R Building Code Requirements for Structural Concrete and Commentary ACI/MCP-1 Manual of Concrete Practice Part 1: ACI 104-71R-97 to 223-98 ACI/MCP-2 Manual of Concrete Practice Part 2: ACI 224R-01 to ACI 313R-97 ACI/MCP-3 Manual of Concrete Practice Part 3: ACI 315-99 to ACI 343R-95 ACI/MCP-4 Manual of Concrete Practice Part 4: ACI 345R-05 to 355.2R-04

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 Burlap Cloth Made from Jute or Kenaf and Cotton Mats AASHTO M322M/M322 Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 Basic Hardboard

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M Structural Welding Code – Reinforcing Steel

ASTM A123/A123M Zinc (Hot-Dip Galvanized) Coating on Iron and Steel Products ASTM A185/A185A Steel Welded Wire Reinforcement, Plain, for Concrete ASTM A496/A496M Steel Wire, Deformed, for Concrete Reinforcement ASTM A53/A53M Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A615/A615M Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement ASTM A706/A706M Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement ASTM A767/A767M Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement ASTM A775/A775M Epoxy-Coated Steel Reinforcing Bars ASTM A780 Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings ASTM A82/A82M Steel Wire, Plain, for Concrete Reinforcement ASTM A934/A934M Epoxy-Coated Prefabricated Steel Reinforcing Bars ASTM A996/A996M Rail-Steel and Axle-Steel Deformed Bars or Concrete Reinforcement ASTM C1017/C1017M Chemical Admixtures for Use in Producing Flowing Concrete ASTM C1059 Latex Agents for Bonding Fresh to Hardened Concrete ASTM C1064/C1064M Temperature of Freshly Mixed Portland Cement Concrete ASTM C1077/C1107M Laboratories Testing Concrete and Concrete Aggregates for Use in

Construction and Criteria for Laboratory Evaluation ASTM C1107/C1107M Packaged Dry, Hydraulic-Cement Grout(Nonshrink) ASTM C1116 Fiber-Reinforced Concrete

September 2012 Version 11 DIV 3 - Concrete

ASTM C1240 Silica Fume Used in Cementious Mixtures ASTM C1260 Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-

Bar Method) ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and

Impact in the Los Angeles Machine ASTM C136 Sieve Analysis of Fine and Coarse Aggregates ASTM C143/C143M Slump of Hydraulic Cement Concrete ASTM C150 Portland Cement ASTM C156 Water Retention by Concrete Curing Materials ASTM C1567 Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method) ASTM C171 Sheet Materials for Curing Concrete ASTM C172 Sampling Freshly Mixed Concrete ASTM C173/C173M Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C192/C192M Making and Curing Concrete Test Specimens in the Laboratory ASTM C231 Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C260 Air-Entraining Admixtures for Concrete ASTM C295 Petrographic Examination of Aggregates for Concrete ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete ASTM C31/C31M Making and Curing Concrete Test Specimens in the Field ASTM C33/C33M Concrete Aggregates ASTM C311 Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral

Admixture in Portland-Cement Concrete ASTM C330 Lightweight Aggregates for Structural Concrete ASTM C39/C39M Compressive Strength of Cylindrical Concrete Specimens ASTM C42/C42M Obtaining and Testing Drilled Cores and Sawed Beams of Concrete ASTM C494/C494M Chemical Admixtures for Concrete ASTM C496 Splitting Tensile Strength of Cylindrical Concrete Specimens ASTM C552 Cellular Glass Thermal Insulation ASTM C567 Determining Density of Structural Lightweight Concrete ASTM C578 Rigid, Cellular Polystyrene Thermal Insulation ASTM C591 Unfaced Preformed Rigid Cellular Polyisocyanurate Thermal Insulation ASTM C595 Blended Hydraulic Cements ASTM C595M Blended Hydraulic Cements (Metric) ASTM C618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete ASTM C685 Concrete Made by Volumetric Batching and Continuous Mixing ASTM C78 Flexural Strength of Concrete (Using Simple Beam With Third-Point

Loading) ASTM C881/C881M Epoxy-Resin-Base Bonding Systems for Concrete ASTM C920 Elastomeric Joint Sealants ASTM C932 Surface-Applied Bonding Compounds for Exterior Plastering ASTM C937 Grout Fluidifier for Preplaced-Aggregate Concrete ASTM C94/C94M Ready-Mixed Concrete ASTM C940 Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate

Concrete in the Laboratory ASTM C989 Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars ASTM C990 Joints for Concrete Pipe, Manholes and Precast Box Sections Using

Preformed Flexbile Joint Sealants ASTM C990M Joints for Concrete Pipe, Manholes and Precast Box Sections Using

Preformed Flexbile Joint Sealants (Metric) ASTM D1190 Concrete Joint Sealer, Hot-Applied Elastic Type ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3) ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural

Construction (Nonextruding and Resilient Bituminous Types) ASTM D1752 Preformed Sponge Rubber Cork andRecycled PVC Expansion

September 2012 Version 12 DIV 3 - Concrete

ASTM D2103 Polyethylene Film and Sheeting ASTM D2628 Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements ASTM D4397 Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications ASTM D5759 Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for

Potential Uses ASTM D7116 Joint Sealants, Hot Applied, Jet Fuel Resistant Types, for Portland Cement

Concrete ASTM D75 Sampling Aggregates ASTM E1155 Determining Floor Flatness and Levelness Numbers ASTM E1155M Determining Floor Flatness and Levelness Using the F-Number System

(Metric) ASTM E96 Water Vapor Transmission of Materials ASTM E329 Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction ASTM E648 Standard Test Method for Critical Radiant Flux of Floor-Covering Systems

Using a Radiant Heat Energy Source

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP Manual of Standard Practice

FOREST STEWARDSHIP COUNCIL (FSC)

FSC STD 01 001 Principles and Criteria for Forest Stewardship

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST PS 1 Construction and Industrial Plywood

NATIONAL READY-MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA CPMB 100 Concrete Plant Standards NRMCA QC 3 Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities NRMCA TMMB 100 Truck Mixer Agitator and Front Discharge Concrete Carrier Standards

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 104 Method of Calculation of the Fineness Modulus of Aggregate COE CRD-C 400 Requirements for Water for Use in Mixing or Curing Concrete COE CRD-C 521 Standard Test Method for Frequency and Amplitude of Vibrators for Concrete COE CRD-C 540 Standard Specification for Nonbituminous Inserts for Contraction Joints in

Portland Cement Concrete Airfield Pavements, Sawable Type COE CRD-C 572 Specifications for Polyvinylchloride Waterstop COE CRD-C 94 Surface Retarders

U.S. DEPARTMENT OF COMMERCE (DOC)

PS1 Construction and Industrial Plywood (APA V995)

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS LLL-B-810 Building Board, (Hardboard) Hard Pressed, Vegetable Fiber FS MMM-A-001993 Adhesive, Epoxy, Flexible, Filled (For Binding, Sealing, and Grouting) FS SS-S-1614 Sealants, Joint, Jet-Fuel-Resistant, Hot-Applied, for Portland Cement and Tar

Concrete Pavements

September 2012 Version 13 DIV 3 - Concrete

FS SS-S-200 Sealant, Joint, Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement

FS UU-B-790 Building Paper, Vegetable Fiber: (Kraft, Waterproofed, Water Repellant and Fire Resistant)

U.S. GREEN BUILDING COUNCIL (USGBC)

LEED Leadership in Energy and Environmental Design ™ Green Buiding Rating System for New Construction (LEED-NC)

General: 1. SUBMITTALS: The following shall be submitted to the Engineer of Record (unless noted otherwise) for approval in accordance with Section 01 33 00.10 06 SUBMITTAL PROCEDURES FOR

DESIGN/BUILD:

a. Shop Drawings

1) Mixture Proportions; The results of trial mixture design studies along with a statement giving the maximum nominal coarse aggregate size and the proportions of ingredients that will be used in the manufacture of each strength or class of concrete, at least 14 days prior to commencing concrete placing operations. Aggregate weights shall be based on the saturated surface dry condition. The statement shall be accompanied by test results from an approved independent commercial testing laboratory, showing that mixture design studies have been made with materials proposed for the project and that the proportions selected will produce concrete of the qualities indicated. No substitutions shall be made in the materials used in the mixture design studies without additional tests to show that the quality of the concrete is satisfactory.

2) Lightweight Aggregate Concrete; Written recommendations from lightweight aggregate supplier on batching and mixing cycles.

3) Reinforcing Steel; Erection drawings showing placement of reinforcement and accessories with reference to the contract drawings.

b. Samples

1) Surface Retarder; Sample of surface retarder material with manufacturer's instructions for application in conjunction with air-water cutting.

c. Test Reports

1) Testing and Inspection for Contractor Quality Control; Certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended cement, pozzolan, ground granulated blast furnace slag, silica fume, aggregate, admixtures, and curing compound proposed for use on this project.

d. Certificates

1) Qualifications; Written documentation for Contractor Quality Control personnel.

2. QUALIFICATIONS:

a. Contractor Quality Control personnel assigned to concrete construction shall be American Concrete Institute (ACI) Certified Workmen in one of the following grades or shall have written evidence of having completed similar qualification programs:

1) Concrete Field Testing Technician, Grade I

2) Concrete Laboratory Testing Technician, Grade I or II

3) Concrete Construction Inspector, Level II

b. Concrete Transportation Construction Inspector or Reinforced Concrete Special Inspector, Jointly certified by American Concrete Institute (ACI), Building Official and Code Administrators International (BOCA), International Conference of Building Officials (ICBO), and Southern Building Code Congress International (SBCCI).

c. The foreman or lead journeyman of the flatwork finishing crew shall have similar qualification for ACI Concrete Flatwork Technician/Finisher or equal, with written documentation.

3. FIELD TEST PANELS:

a. Field test concrete wall panels shall be constructed prior to beginning of work using the materials and procedures proposed for use on the job, to demonstrate the results to be attained. The quality and appearance of each panel shall be subject to the approval of the Architect and the

September 2012 Version 14 DIV 3 - Concrete acceptanceacceptance of the Contracting Officer, and, if not judged satisfactory, additional panels shall be constructed until such acceptancecceptance is attained. Formed or finished surfaces in the completed structure shall match the quality and appearance of the accepted field example.

4. SPECIAL REQUIREMENTS: Not Used.

5. GENERAL REQUIREMENTS: Conform to ACI 301 except as herein modified. All materials are to be certified by the Manufacturer or sampled, pretested and approved before use.

a. Tolerances: Except as otherwise specified herein, tolerances for concrete batching, mixture properties, and construction as well as definition of terms and application practices shall be in accordance with ACI 117/117R. Level and grade tolerance measurements of slabs shall be made as soon as possible after finishing; when forms or shoring are used, the measurements shall be made prior to removal.

b. Strength Requirements and w/c Ratio

1) Strength Requirements: Specified compressive strength (f'c) shall be as required by the structural design. Concrete made with high-early strength cement shall have a 7-day strength equal to the specified 28-day strength for concrete made with Type I or II portland cement. Compressive strength shall be determined in accordance with ASTM C39/C39M. Flexural strength shall be determined in accordance with ASTM C78.

A. Evaluation of Concrete Compressive Strength. Compressive strength specimens 6 by 12 inch cylinders shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C39/C39M 4 inch diameter cylinders may be used if accepted by the Engineer of Record and if sampling and testing conforms to the appropriate ASTM standards. The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Additional analysis or testing, including taking cores and/or load tests may be required at the Contractor's expense when the strength of the concrete in the structure is considered potentially deficient.

B. Investigation of Low-Strength Compressive Test Results. When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that the load-carrying capacity of the structure is not jeopardized. When the strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42/C42M. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient.

The location of cores will be determined by the Engineer of Record to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. Non-destructive tests (tests other than test cylinders or cores) shall not be used as a basis for acceptance or rejection. The Contractor shall perform the coring and repair the holes.

C. Load Tests. If the core tests are inconclusive or impractical to obtain or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Government in accordance with the requirements of ACI 318/318R. Concrete work evaluated by structural analysis or by results of a load test as being understrength shall be corrected in a manner satisfactory to the Government. All investigations, testing, load tests, and correction of deficiencies shall be performed by and at the expense of the Contractor and must be accepted by the Governement, except that if all concrete is found to be in compliance with the drawings and specifications, the cost of investigations, testing, and load tests will be at the expense of the Government.

D. Evaluation of Concrete Flexural Strength. Flexural strength specimens (beams) shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C31/C31M and tested in accordance with ASTM C78. The strength of the concrete will be considered

September 2012 Version 15 DIV 3 - Concrete satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified flexural strength and no individual test result falls below the specified flexural strength by more than 50 psi. A "test" is defined as the average of two companion beams. Additional analysis or testing, including taking cores and/or load tests may be required at the Contractor's expense when the strength of the concrete in the slab is considered potentially deficient.

2) Water-Cement Ratio A. Maximum water-cement ratio (w/c) for normal weight concrete shall be as follows:

WATER-CEMENT RATIO, REQUIRED COMPRESSIVE STRENGTH OF

BY WEIGHT STRUCTURE OR PORTION OF STRUCTURE

0.45 5000 psi

0.50 4000 psi

0.55 3000 psi

These water-cement ratios may cause higher strengths than that required above for compressive or flexural strength. The maximum water cement ratio required will be the equivalent water cement ratio as determined by conversion from the weight ratio of water to cement plus pozzolan, silica fume, and ground granulated blast furnace slag (GGBF slag) by the weight equivalency method as described in ACI 211.1. In the case where silica fume or GGBF slag is used, the weight of the silica fume and GGBF slag shall be included in the equations of ACI 211.1 for the term P which is used to denote the weight of pozzolan.

Interpolation may be used for other compressive strengths, and higher strengths are acceptable with attention to similar water-cement ratios.

c. Air Entrainment: Except as otherwise specified for lightweight concrete, all normal weight concrete exposed to weather shall be air entrained as required by the structural design. Concrete with specified strength over 5000 psi may have 1.0 percent less air than specified. Specified air content shall be attained at point of placement into the forms. Air content for normal weight concrete shall be determined in accordance with ASTM C231. Lightweight concrete in the floor framing parts of the structure shall be air-entrained with a total air content of 4.5 to 7.5 percent, except that if the nominal maximum size coarse aggregate is 3/8 inch or less, the air content shall be 5.5 to 8.5 percent. Air content for lightweight concrete shall be determined in accordance with ASTM C173.

d. Slump: Slump of the concrete, as delivered to the point of placement into the forms, shall be within the structural design requirements. Slump shall be determined in accordance with ASTM C143/C143M.

e. Concrete Temperature: The temperature of the concrete as delivered shall not exceed 90 degrees F.

When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered shall be between 55 and 75 degrees F.

f. Size of Coarse Aggregate: The largest feasible nominal maximum size aggregate (NMSA) specified in paragraph AGGREGATES shall be used in each placement. However, nominal maximum size of aggregate shall not exceed any of the following: three-fourths of the minimum cover for reinforcing bars, three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, or one-third of the thickness of slabs or toppings.

g. Special Properties and Products: Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete, if specified or approved. Any of these materials to be used on the project shall be used in the mix design studies.

h. Lightweight Aggregate Structural Concrete: Lightweight aggregate structural concrete shall conform to the requirements specified for normal weight concrete except as specified herein. Compressive strength shall be determined by test specimens that have been air dried at 50 percent relative humidity for the last 21 days. Air-dry unit weight shall be not over 115 pcf at 28 days as determined by ASTM C567. However, fresh unit weight shall be used for acceptance during concreting, using a correlation factor between the two types of unit weight as determined during mixture design studies.

Lightweight aggregate structural concrete floor fill shall have an air-dry unit weight not exceeding 115 pcf.

i. Technical Service for Specialized Concrete: The services of a factory trained technical representative shall be obtained to oversee proportioning, batching, mixing, placing, consolidating, and finishing of

September 2012 Version 16 DIV 3 - Concrete specialized structural concrete. The technical representative shall be on the job full time until the Contracting Officer is satisfied that field controls indicate concrete of specified quality is furnished and that the Contractor's crews are capable of continued satisfactory work. The technical representative shall be available for consultation with, and advice to, Government forces.

6. MIXTURE PROPORTIONS: Covered in Produccts paragraph 16 of this section.

7. STORAGE OF MATERIALS: Cement and other cementitious materials shall be stored in weathertight buildings, bins, or silos which will exclude moisture and contaminants and keep each material completely separated. Aggregate stockpiles shall be arranged and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Aggregate shall not be stored directly on ground unless a sacrificial layer is left undisturbed. 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. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing shall not be used unless retested and proven to meet the specified requirements. Materials shall be capable of being accurately identified after bundles or containers are opened.

8. GOVERNMENT ASSURANCE INSPECTION AND TESTING: Day-to day inspection and testing shall be the responsibility of the Contractor Quality Control (CQC) staff. However, representatives of the Government can and will inspect construction as considered appropriate and will monitor operations of the Contractor's CQC staff. Government inspection or testing will not relieve the Contractor of any of his CQC responsibilities.

a. Materials: The Government maysample and test aggregates, cementitious…