W912QR20R0087_Specs_ Vol1.2-0000.pdf

Solicitation For Renovate Building 1600 Scott Air Force Base, Illinois

P2: 454854 Design-Bid-Build

Specifications Vol.1.2 (Div. 03-10)

Certified Final - RTA

05 April 2021

W912QR20R0087

ARIMS: 200A

Disposition: Maintain for 15yrs after construction

W912QR20R0087-0000

CONTROLLED UNCLASSIFIED INFORMATION (CUI)

V O L U M E 1 . 2 ( D I V I S I O N S 0 3 - 1 0 )

C E R T I F I E D F I N A L S U B M I T T A L ( R T A ) – S P E C I F I C A T I O N S

Renovate Building 1600 Scott Air Force Base, Illinois

Prepared for

US Army Corps of Engineers Louisville District

Contract No. W912QR-XX-C-XXXX USACE P2 No.: 454854

AF PN: 41967

Solicitation No.: W912QR-XX-R-XXXX

March 2021

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RENOVATE BUILDING 1600

SCOTT AFB, IL

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PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 10 00 PRICE BREAKOUT SCHEDULE

00 80 00.00 06 SPECIAL PROVISIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 32 01.00 06 PROJECT SCHEDULE

01 33 00.00 06 SUBMITTAL PROCEDURES

01 33 29.00 06 SUSTAINABILITY REPORTING

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04.10 06 CONTRACTOR QUALITY CONTROL

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 23 OPERATION AND MAINTENANCE DATA

01 88 15 SEISMIC CERTIFICATION, SUPPORT, AND ATTACHMENT OF

EQUIPMENT AND NON-STRUCTURAL COMPONENTS

01 91 00.15 10 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION AND DECONSTRUCTION

02 42 51 CARPET REMOVAL AND RECLAMATION

02 82 16.00 20 ENGINEERING CONTROL OF ASBESTOS CONTAINING MATERIALS

02 83 13.00 06 LEAD IN CONSTRUCTION

02 84 16 HANDLING OF UNIVERSAL WASTE AND LIGHTING BALLASTS

CONTAINING PCBs

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 00.00 10 CAST-IN-PLACE CONCRETE

03 33 00 CAST-IN-PLACE ARCHITECTURAL CONCRETE

03 35 00.00 10 CONCRETE FINISHING

03 39 00.00 10 CONCRETE CURING

03 45 00 PRECAST ARCHITECTURAL CONCRETE

DIVISION 04 - MASONRY

04 20 00 UNIT MASONRY

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DIVISION 05 - METALS

05 05 23.13 10 ULTRASONIC INSPECTION OF WELDMENTS

05 05 23.16 STRUCTURAL WELDING

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

05 73 13 GLASS SUPPORTED RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 12 00 BUILT-UP BITUMINOUS WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 27 19.01 SELF-ADHERING AIR BARRIERS

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 27 36 SPRAY FOAM AIR BARRIERS

07 42 13 METAL WALL PANELS

07 54 23 THERMOPLASTIC POLYOLEFIN (TPO) ROOFING

07 60 00 FLASHING AND SHEET METAL

07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING DOORS

08 34 02 BULLET-RESISTANT COMPONENTS

08 34 73 SOUND CONTROL DOOR ASSEMBLIES

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 44 00 CURTAIN WALL AND GLAZED ASSEMBLIES

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

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DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 64 29 WOOD STRIP AND PLANK FLOORING

09 65 00 RESILIENT FLOORING

09 68 00 CARPETING

09 69 13 RIGID GRID ACCESS FLOORING

09 72 00 WALLCOVERINGS

09 77 10 PREFABRICATED WALL PANEL SYSTEMS

09 84 20 ACOUSTICAL WALL PANELS

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 21 23.16 CUBICLE TRACK AND HARDWARE

10 22 19 DEMOUNTABLE AND MOVABLE PARTITIONS

10 22 39 AUTOMATIC VERTICALLY RETRACTABLE ACOUSTIC WALL

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 51 13 METAL LOCKERS

DIVISION 11 - EQUIPMENT

11 13 19.13 LOADING DOCK LEVELERS

11 47 00 ICE MACHINES

DIVISION 12 - FURNISHINGS

12 22 00 CURTAINS AND DRAPES

12 24 13 ROLLER WINDOW SHADES

12 36 00 COUNTERTOPS

12 50 00.13 10 FURNITURE AND FURNITURE INSTALLATION

12 59 00 SYSTEMS FURNITURE

DIVISION 14 - CONVEYING EQUIPMENT

14 24 23 HYDRAULIC PASSENGER ELEVATORS

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 COMBINED WET PIPE SPRINKLER AND STANDPIPE SYSTEM, FIRE

PROTECTION

21 21 03.00 10 WET CHEMICAL FIRE EXTINGUISHING SYSTEM

21 30 00 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

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DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

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

23 05 15 COMMON PIPING FOR HVAC

23 05 93.00 06 TESTING, ADJUSTING, AND BALANCING (TAB) OF HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 11 25 FACILITY GAS PIPING

23 21 23 HYDRONIC PUMPS

23 25 00 CHEMICAL TREATMENT OF WATER FOR MECHANICAL SYSTEMS

23 52 00 HEATING BOILERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

23 65 00 COOLING TOWERS AND REMOTE EVAPORATIVELY-COOLED CONDENSERS

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

FIRE LIFE SAFETY AND MASS NOTIFICATION SYSTEMS

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

UTILITY MONITORING AND CONTROL SYSTEM ONLY HVAC AND

ADVANCED METER READING SYSTEM (AMRS)

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

ELECTRONIC SECURITY SYSTEMS

25 10 10 UTILITY MONITORING AND CONTROL SYSTEM (UMCS) FRONT END

AND INTEGRATION

DIVISION 26 - ELECTRICAL

26 08 00 APPARATUS INSPECTION AND TESTING

26 11 16 SECONDARY UNIT SUBSTATIONS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 23 00 LOW-VOLTAGE SWITCHGEAR

26 24 13 SWITCHBOARDS

26 27 13.10 30 ELECTRIC METERS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

26 32 15.00 10 DIESEL-GENERATOR SET STATIONARY 100-2500 KW, WITH

AUXILIARIES

26 33 53 STATIC UNINTERRUPTIBLE POWER SUPPLY (UPS)

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 53 19 RF TRANSPONDER SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 08 10 ELECTRONIC SECURITY SYSTEM ACCEPTANCE TESTING

28 10 05 ELECTRONIC SECURITY SYSTEMS (ESS)

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00.00 06 EARTHWORK

31 11 00 CLEARING AND GRUBBING

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31 21 13 RADON MITIGATION

31 23 00.00 20 EXCAVATION AND FILL

31 32 11 SOIL SURFACE EROSION CONTROL

31 63 29 DRILLED CONCRETE PIERS AND SHAFTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 23 AGGREGATE BASE COURSES

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 17 23 PAVEMENT MARKINGS

32 92 19 SEEDING

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERS

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

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D I V I S I O N 0 3

C O N C R E T E

RENOVATE BUILDING 1600Controlled Unclassified Information (CUI) W912QR-XX-R-XXXX

SCOTT AFB, IL CERTIFIED FINAL SUBMITTAL (RTA) USACE - LOUISVILLE

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 11 13.00 10

STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

05/14 formwork for cast-in-place concrete

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.4 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.2 FORM MATERIALS

2.2.1 Formwork

2.2.2 Retain-In-Place Metal Forms

2.2.3 Fiber Voids

2.3 FIBER VOID RETAINERS

2.3.1 Polystyrene Rigid Insulation

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Formwork

3.1.2 Fiber Voids

3.1.3 Fiber Void Retainers

3.2 INSPECTION

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SECTION 03 11 13.00 10 Page 2

SECTION 03 11 13.00 10

STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

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 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

ACI 301 (2016) Specifications for Structural Concrete

ACI 347R (2014; Errata 1 2017) Guide to Formwork for Concrete

ASTM INTERNATIONAL (ASTM)

ASTM C578 (2018) Standard Specification for Rigid, Cellular Polystyrene Thermal Insulation

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29.00 06 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00.00 06 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Formwork; G , RO Form Removal Schedule; G , RO

SD-03 Product Data

Form Materials

SD-04 Samples

Sample Panels; G , RO Fiber Voids; G , RO

SD-05 Design Data

SECTION 03 11 13.00 10 Page 3

Calculations

SD-06 Test Reports

Inspection

SD-07 Certificates

Fiber Voids

1.3 QUALITY ASSURANCE

Provide Sample Panels of sufficient size to contain joints and not less than 6 feet long and 4 feet wide. The panels shall be of typical wall thickness and constructed containing the full allocation of reinforcing steel that will be used in the structure, with the forming system that duplicates in every detail the one that will be used in construction of the structure. Use the same concrete mixture proportion and materials, the same placement techniques and equipment, and the same finishing techniques and timing that are planned for the structure. Construction of a finish SF-3.0 will not be permitted until sample panels have been approved. Protect sample panels from construction operations in a manner to protect approved finish, and are not to be removed until all surface finish SF-3.0 concrete has been accepted. After shop drawings have been reviewed, submit sample panels for a surface finish SF-3.0 with applied architectural treatment; build panels on the project site where directed.

1.4 DELIVERY, STORAGE, AND HANDLING

Store fiber voids above ground level in a dry location. Keep fiber voids dry until installed and overlaid with concrete.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The design, engineering, and construction of the formwork is the responsibility of the Contractor. Design formwork in accordance with methodology of ACI 347R for anticipated loads, lateral pressures, and stresses, and capable of withstanding the pressures resulting from placement and vibration of concrete. Comply with the tolerances specified in Section 03 30 00.00 10 CAST-IN-PLACE CONCRETE, paragraph CONSTRUCTION TOLERANCES. However, for surfaces with an ACI Class A surface designation, limit the allowable deflection for facing material between studs, for studs between walers and walers between bracing to 0.0025 times the span. Design the formwork as a complete system with consideration given to the effects of cementitious materials and mixture additives such as fly ash, cement type, plasticizers, accelerators, retarders, air entrainment, and others. Monitor the adequacy of formwork design and construction prior to and during concrete placement as part of the Contractor's approved Quality Control Plan. Submit design analysis and calculations for form design and methodology used in the design. Submit at least 28 days either before fabrication on site or before delivery of prefabricated forms.

2.2 FORM MATERIALS

Submit manufacturer's data, including literature describing form materials, accessories, and form releasing agents.

SECTION 03 11 13.00 10 Page 4

2.2.1 Formwork

Comply with ACI 301 Section 2. Provide for surfaces not exposed to public view a surface finish SF-1.0. Provide for surfaces exposed to public view a surface finish SF-3.0. Patch holes and defects in accordance with ACI 301 . Submit form removal schedule indicating element and minimum length of time for form removal.

2.2.2 Retain-In-Place Metal Forms

Use retain-in-place metal forms for concrete slabs and roofs as specified in Section 05 30 00 STEEL DECKS.

2.2.3 Fiber Voids

Fiber voids must be the product of a reputable manufacturer regularly engaged in the commercial production of fiber voids. Construct the voids of double faced, corrugated fiberboard. Fabricate the corrugated fiberboard of standard kraft paper liners, impregnated with paraffin, and laminated with moisture resistant adhesive, with 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. Design voids to support not less than 1000 psf. To prevent separation during concrete placement fiber voids, assemble with steel or plastic banding at 4 feet on center maximum, or by adequate stapling or gluing as recommended by the manufacturer. Fiber voids placed under concrete slabs and that are 8 inches in depth may be heavy duty "waffle box" type, constructed of paraffin impregnated corrugated fiberboard.

Submit one sample unit of fiber voids prior to installation of the voids and certificates attesting that fiber voids conform to the specified requirements.

2.3 FIBER VOID RETAINERS

2.3.1 Polystyrene Rigid Insulation

Polystyrene rigid insulation must conform to ASTM C578, Type V, VI, or VII, square edged. Size: 1-1/2 inches thick by 16 inches in height by 3 feet in length, unless otherwise indicated.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Formwork

Comply with ACI 301 Section 2 with surface tolerances in accordance with

ACI 117 .

3.1.2 Fiber Voids

Place voids on a smooth firm dry bed of suitable material, to avoid being displaced vertically, and set tight, with no buckled cartons, in order that horizontal displacement cannot take place. Seal the ends of each section of void by dipping in paraffin, with any additional cutting of voids at the jobsite field dip in the same type of sealer, unless liners and flutes are completely impregnated with paraffin. Prior to placing reinforcement, cover the entire formed area for slabs with a 4 x 8 feet

SECTION 03 11 13.00 10 Page 5 minimum flat sheets of fiber void corrugated fiberboard. Seal joints with a moisture resistant tape having a minimum width of 3 inches. If voids are destroyed or damaged and are not capable of supporting the design load, replace prior to placing of concrete.

3.1.3 Fiber Void Retainers

Install fiber void retainers, continuously, on both sides of fiber voids placed under grade beams in order to retain the cavity after the fiber voids biodegrade.

3.2 INSPECTION

Inspect forms and embedded items in sufficient time prior to each concrete placement to certify to the Contracting Officer that they are ready to receive concrete. Report the results of each inspection in writing.

Submit field inspection reports for concrete forms and embedded items.

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SECTION 03 11 13.00 10 Page 6

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 15 00.00 10

CONCRETE ACCESSORIES

05/14 expansion joints, contraction joints and waterstops used in concrete construction.

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS

2.2 PREFORMED EXPANSION JOINT FILLER

2.3 SEALANT

2.3.1 Preformed Polychloroprene Elastomeric Type

2.3.2 Field-Molded Type

2.4 WATERSTOPS

2.4.1 Non-Metallic Materials

2.4.2 Non-Metallic Hydrophilic

2.4.3 Preformed Plastic Adhesive

2.4.3.1 Chemical Composition

2.4.3.2 Adhesion Under Hydrostatic Pressure

2.4.3.3 Sag of Flow Resistance

2.4.3.4 Chemical Resistance

2.5 TESTS, INSPECTIONS, AND VERIFICATIONS

2.5.1 Materials Tests

2.5.1.1 Field-Molded Sealants

2.5.1.2 Non-Metallic Waterstops

2.5.2 Splicing Waterstops

2.5.2.1 Procedure and Performance Qualifications

2.5.2.2 Non-Metallic Waterstops

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Contraction Joints

3.1.1.1 Joint Strips

3.1.1.2 Sawed Joints

3.1.1.3 Bond Breaker

3.1.2 Expansion Joints

3.1.3 Joint Sealant

3.1.3.1 Joints With Field-Molded Sealant

3.2 WATERSTOPS, INSTALLATION AND SPLICES

3.2.1 Non-Metallic

3.2.1.1 Rubber Waterstop

SECTION 03 15 00.00 10 Page 1

3.2.1.2 Polyvinyl Chloride Waterstop

3.2.1.3 Quality Assurance

3.2.2 Non-Metallic Hydrophilic Waterstop Installation

3.2.3 Preformed Plastic Adhesive Installation

3.3 CONSTRUCTION JOINTS

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SECTION 03 15 00.00 10

CONCRETE ACCESSORIES

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 ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 111 (2011; R 2015) Standard Method of Test for Mineral Matter or Ash in Asphalt Materials

AMERICAN HARDBOARD ASSOCIATION (AHA)

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

ASTM INTERNATIONAL (ASTM)

ASTM C919 (2012; R 2017) Standard Practice for Use of Sealants in Acoustical Applications

ASTM C920 (2018) Standard Specification for Elastomeric Joint Sealants

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

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

ASTM D4 (1986; R 2010) Bitumen Content

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber Property - Effect of Liquids

ASTM D5249 (2010; R 2016) Standard Specification for Backer Material for Use with Cold-and

SECTION 03 15 00.00 10 Page 3

Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

ASTM D6/D6M (1995; E 2011; R 2011) Loss on Heating of Oil and Asphaltic Compounds

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29.00 06 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00.00 06 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Waterstops; G , AE

SD-03 Product Data

Preformed Expansion Joint Filler Sealant Waterstops

SD-04 Samples

Field-Molded Type Waterstops Splicing Waterstops; G , RO

SD-07 Certificates

Preformed Expansion Joint Filler Sealant Waterstops

1.3 DELIVERY, STORAGE, AND HANDLING

Protect material delivered and placed in storage off the ground from moisture, dirt, and other contaminants. Deliver sealants in the manufacturer's original unopened containers. Remove sealants from the site whose shelf life has expired.

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS

Use 1/8 inch thick tempered hardboard contraction joint strips conforming to AHA A135.4 , Class 1. In lieu of hardboard strips, rigid

SECTION 03 15 00.00 10 Page 4 polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed to induce controlled cracking in slabs on grade may be used. Such insert strips must have removable top section.

2.2 PREFORMED EXPANSION JOINT FILLER

Use preformed expansion joint filler material conforming to ASTM D1751 or ASTM D1752, Type I, or resin impregnated fiberboard conforming to the physical requirements of ASTM D1752. Submit certified manufacturer's test reports for premolded expansion joint filler strips and waterstops to verify compliance with applicable specification . Unless otherwise indicated, filler material must be 3/8 inch thick and of a width applicable for the joint formed. Backer material, when required, must conform to ASTM D5249. Expansion joint filler conforming to ASTM D1751 shall not be used for interior work.

2.3 SEALANT

Joint sealant conforming to the following:

2.3.1 Preformed Polychloroprene Elastomeric Type

ASTM D2628.

2.3.2 Field-Molded Type

ASTM C920. Use Type M, Grade P or NS, Class 25, Use T sealant for horizontal joints. Type M, Grade NS, Class 25, Use NT for vertical joints. Except, the joint sealant that will be submerged underwater for part or all of its service life must meet the requirements of USE I. Use polyethylene tape, coated paper, metal foil or similar type materials as bond breaker. The back-up material must be compressible, non-shrink, nonreactive with sealant, and non-absorptive material type such as extruded butyl or polychloroprene rubber. Submit 1 gallon of field-molded sealant and 1 quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented.

2.4 WATERSTOPS

Submit a sample of each material consisting of a piece not less than 12 inches long cut from each 200 feet of finished waterstop furnished, but not less than a total of 4 linear feet of each type and size furnished.

For spliced segments of waterstops to be installed in the work, furnish one spliced sample of each size and type for every 50 splices made in the factory and every 10 splices made at the job site for inspection and testing. Make the spliced samples using straight run pieces with the splice located at the mid-length of the sample and finished as required for the installed waterstop; the total length of each spliced sample not less than 12 inches. Submit waterstop materials and splice samples for inspection and testing identified to indicate manufacturer, type of material, size and quantity of material and shipment represented. Submit a shop drawing of the waterstops showing the placement and configuration.

2.4.1 Non-Metallic Materials `

Manufacture non-metallic waterstops from a prime virgin resin; reclaimed material is not acceptable. The compound must contain plasticizers, stabilizers, and other additives to meet specified requirements. Rubber

SECTION 03 15 00.00 10 Page 5 waterstops conforming to COE CRD-C 513 . Polyvinylchloride waterstops conforming to COE CRD-C 572 . Thermoplastic elastomeric rubber waterstops conforming to ASTM D471. Submit a piece not less than 12 inch long cut from each 200 ft of finished waterstop furnished, but not less than a total of 4 ft of each type, size, and lot furnished. One splice sample of each size and type for every 50 splices made in the factory and every 10 splices made at the job site. Make the splice samples using straight run pieces with the splice located at the mid-length of the sample and finished as required for the installed waterstop; the total length of each splice not less than 12 inches long.

2.4.2 Non-Metallic Hydrophilic

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water conforming to ASTM D412 as follows:

Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness must be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F shall be 3 to 1 minimum.

2.4.3 Preformed Plastic Adhesive

Produce preformed plastic adhesive waterstops from blends of refined hydrocarbon resins and plasticizing compounds reinforced with inert mineral filler, containing no solvents, asbestos, irritating fumes or obnoxious odors. The compound cannot depend on oxidizing, evaporating, or chemical action for its adhesive or cohesive strength.

2.4.3.1 Chemical Composition

Meet the chemical composition of the sealing compound requirements shown below:

PERCENT BY WEIGHT

COMPONENT MINIMUM MAXIMUM TEST

Bitumen (Hydrocarbon plastic) 50 70 ASTM D4

Inert Mineral Filler 30 50 AASHTO T 111

Volatile Matter 2 ASTM D6/D6M

2.4.3.2 Adhesion Under Hydrostatic Pressure

The sealing compound must not leak at the joints for a period of 24 hours under a vertical 6 foot head pressure. In a separate test, the sealing compound must not leak under a horizontal pressure of 10 psi which is reached by slowly applying increments of 2 psi every minute.

2.4.3.3 Sag of Flow Resistance

Sagging must not be detected when tested as follows: Fill a wooden form 1 inch wide and 6 inches long flush with sealing compound and place in an oven at 135 degrees F in a vertical position for 5 days.

SECTION 03 15 00.00 10 Page 6

2.4.3.4 Chemical Resistance

The sealing compound when immersed separately in a 5 percent solution of caustic potash, a 5 percent solution of hydrochloric acid, 5 percent solution of sulfuric acid and a saturated hydrogen sulfide solution for 30 days at ambient room temperature must show no visible deterioration.

2.5 TESTS, INSPECTIONS, AND VERIFICATIONS

2.5.1 Materials Tests

2.5.1.1 Field-Molded Sealants

Test samples of sealant and primer, when use of primer is recommended by the manufacturer, as required in paragraph FIELD-MOLDED TYPE, by and at the expense of the Government for compliance with paragraph FIELD-MOLDED TYPE. If the sample fails to meet specification requirements, provide new samples and the cost of retesting will be deducted from payments due the Contractor at a rate of $50.00 per sample.

2.5.1.2 Non-Metallic Waterstops

Samples of materials and splices will be visually inspected and tested by and at the expense of the Government for compliance with COE CRD-C 513 or COE CRD-C 572 as applicable. If a sample fails to meet the specification requirements, provide new samples and the cost of retesting will be deducted from payments due the Contractor at the rate of $60.00 per material sample retested and $60.00 per spliced sample retested.

2.5.2 Splicing Waterstops

2.5.2.1 Procedure and Performance Qualifications

Demonstrate procedure and performance qualifications for splicing waterstops in the presence of the Contracting Officer. Submit procedures for splicing waterstops for approval.

2.5.2.2 Non-Metallic Waterstops

Demonstrate procedure and performance qualifications for splicing non-metallic waterstops by the manufacturer at the factory and the Contractor at the job site by each making three spliced samples of each size and type of finished waterstop.

PART 3 EXECUTION

3.1 INSTALLATION

Provide joint locations and details, including materials and methods of installation of joint fillers and waterstops , as specified and indicated.

In no case may any fixed metal be continuous through an expansion or contraction joint.

3.1.1 Contraction Joints

Contraction joints may be constructed by inserting tempered hardboard strips or rigid PVC or HIPS insert strips into the plastic concrete using a steel parting bar, when necessary, or by cutting the concrete with a saw after concrete has set. Joint width/depth shall be in accordance with the

SECTION 03 15 00.00 10 Page 7

Drawings.

3.1.1.1 Joint Strips

Provide strips of the required dimensions and as long as practicable.

After the first floating, groove the concrete with a tool at the joint locations. Insert the strips in the groove and depress them until the top edge of the vertical surface is flush with the surface of the slab. Float and finish the slab as specified. Work the concrete adjacent to the joint the minimum necessary to fill voids and consolidate the concrete. Where indicated, saw out the top portion of the strip after the curing period to form a recess for sealer. Discard the removable section of PVC or HIPS strips and leave the insert in place. Maintain true alignment of the strips during insertion.

3.1.1.2 Sawed Joints

Saw joints early enough to prevent uncontrolled cracking in the slab, but late enough that this can be accomplished without appreciable spalling.

Start cutting as soon as the concrete has hardened sufficiently to prevent raveling of the edges of the saw cut. Complete cutting before shrinkage stresses become sufficient to produce cracking. Use concrete sawing machines that are adequate in number and power, and with sufficient replacement blades to complete the sawing at the required rate. Cut joints to true alignment and in sequence of concrete placement. Remove sludge and cutting debris. Form reservoir for joint sealant.

3.1.1.3 Bond Breaker

Coat joints requiring a bond breaker with curing compound or with bituminous paint. Protect waterstops during application of bond breaking material to prevent them from being coated.

3.1.2 Expansion Joints

Use preformed expansion joint filler in expansion and isolation joints in slabs around columns and between slabs on grade and vertical surfaces where indicated. Extend the filler to the full slab depth, unless otherwise indicated. Neatly finish the edges of the joint with an edging tool of 1/8 inch radius, except where a resilient floor surface will be applied. Where the joint is to receive a sealant, install the filler strips at the proper level below the finished floor with a slightly tapered, dressed and oiled wood strip temporarily secured to the top to form a recess to the size shown on the drawings. Remove the wood strip after the concrete has set. Contractor may opt to use a removable expansion filler cap designed and fabricated for this purpose in lieu of the wood strip. Thoroughly clean the groove of laitance, curing compound, foreign materials, protrusions of hardened concrete, and any dust. If blowing out the groove use oil-free compressed air.

3.1.3 Joint Sealant

Fill sawed contraction joints and expansion joints in slabs with joint sealant, unless otherwise shown. Joint surfaces must be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete. Apply joint sealant as recommended by the manufacturer of the sealant.

SECTION 03 15 00.00 10 Page 8

3.1.3.1 Joints With Field-Molded Sealant

Do not seal joints when the sealant material, ambient air, or concrete temperature is less than 40 degrees F. When the sealants are meant to reduce the sound transmission characteristics of interior walls, ceilings, and floors follow the guidance provided in ASTM C919. Coat joints requiring a bond breaker with curing compound or with bituminous paint.

Install bond breaker and back-up material where required. Prime joints and fill flush with joint sealant in accordance with the manufacturer's recommendations.

3.2 WATERSTOPS, INSTALLATION AND SPLICES

Install waterstops at the locations shown to form a continuous water-tight diaphragm. Make adequate provision to support and completely protect the waterstops during the progress of the work. Repair or replace any waterstop punctured or damaged. Protect exposed waterstops during application of form release agents to avoid being coated. Provide suitable guards to protect exposed projecting edges and ends of partially embedded waterstops from damage when concrete placement has been discontinued. Accomplish splices with certified trained personnel using approved equipment and procedures.

3.2.1 Non-Metallic

Fittings must be shop made using a machine specifically designed to mechanically weld the waterstop. Use a miter guide, proper fixturing (profile dependent), and portable power saw to miter cut the ends to be joined to ensure good alignment and contact between joined surfaces.

Splice straight lengths by squaring the ends to be joined. Maintain continuity of the characteristic features of the cross section of the waterstop (for example, ribs, tabular center axis, protrusions) across the splice.

3.2.1.1 Rubber Waterstop

Vulcanize splices or make using cold bond adhesive as recommended by the manufacturer. Splices for TPE-R must be as specified for PVC.

3.2.1.2 Polyvinyl Chloride Waterstop

Make splices by heat sealing the adjacent waterstop edges together using a thermoplastic splicing iron utilizing a non-stick surface specifically designed for waterstop welding. Use the correct temperature to sufficiently melt without charring the plastic. Reform waterstops at splices with a remolding iron with ribs or corrugations to match the pattern of the waterstop. The spliced area, when cooled, must show no signs of separation, holes, or other imperfections when bent by hand in as sharp an angle as possible.

3.2.1.3 Quality Assurance

Edge welding will not be permitted. Compress or close centerbulbs when welding to non-centerbulb type. Waterstop splicing defects which are unacceptable include, but are not limited to the following: 1) Tensile strength less than 80 percent of parent section. 2) Free lap joints. 3) Misalignment of centerbulb, ribs, and end bulbs greater than 1/16 inch.

4) Misalignment which reduces waterstop cross section more than 15 percent. 5) Bond failure at joint deeper than 1/16 inch or 15 percent of

SECTION 03 15 00.00 10 Page 9 material thickness. 6) Misalignment of waterstop splice resulting in misalignment of waterstop in excess of 1/2 inch in 10 feet. 7) Visible porosity in the weld area, including pin holes. 8) Charred or burnt material. 9) Bubbles or inadequate bonding. 10) Visible signs of splice separation when cooled splice is bent by hand at a sharp angle.

3.2.2 Non-Metallic Hydrophilic Waterstop Installation

Miter cut ends to be joined with sharp knife or shears. Adhere the ends with cyanacryiate (super glue) adhesive. When joining hydrophilic type waterstop to PVC waterstop, the hydrophilic waterstop shall be positioned as shown on the drawings. Apply a liberal amount of a single component hydrophilic sealant to the junction to complete the transition.

3.2.3 Preformed Plastic Adhesive Installation

Install preformed plastic adhesive waterstops employing a prime, peel, place and pour procedure. Clean and dry joint surfaces before priming and just prior to placing the sealing strips. Splice the end of each strip to the next strip with a 1 inch overlap; press the overlap firmly to release trapped air. During damp or cold conditions, flash the joint surface with a safe, direct flame to warm and dry the surface adequately; dip the sealing strips in warm water to soften the material to achieve maximum bond to the concrete surface.

3.3 CONSTRUCTION JOINTS

Treat construction joints coinciding with expansion and contraction joints as expansion or contraction joints as applicable.

-- End of Section --

SECTION 03 15 00.00 10 Page 10

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 20 00.00 10

CONCRETE REINFORCING

05/14 concrete reinforcement, including welded wire reinforcemetn and fibrous reinforcing

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

1.4 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 SMOOTH DOWELS

2.2 FABRICATED BAR MATS

2.3 REINFORCING STEEL

2.3.1 Epoxy-Coated Bars

2.4 HEADED STEEL BARS

2.5 WELDED WIRE REINFORCING

2.6 WIRE TIES

2.7 SUPPORTS

2.8 TESTS, INSPECTIONS, AND VERIFICATIONS

2.8.1 Reinforcement Steel Tests

2.8.2 Non-Destructive Testing of Welds

PART 3 EXECUTION

3.1 REINFORCEMENT

3.1.1 Placement

3.1.2 Placing Tolerances

3.1.3 Splicing

3.1.3.1 Lap Splices

3.1.4 Headed Steel Bars

3.2 WELDED-WIRE REINFORCEMENT PLACEMENT

3.3 SMOOTH DOWEL INSTALLATION

-- End of Section Table of Contents --

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SECTION 03 20 00.00 10 Page 2

SECTION 03 20 00.00 10

CONCRETE REINFORCING

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 117 (2010; Errata 2011) Specifications for Tolerances for Concrete Construction and Materials and Commentary

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

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

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A184/A184M (2017) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A370 (2016) Standard Test Methods and Definitions for Mechanical Testing of Steel Products

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

ASTM A706/A706M (2016) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A884/A884M (2014) Standard Specification for Epoxy-Coated Steel Wire and Welded Wire

SECTION 03 20 00.00 10 Page 3

Reinforcement

ASTM A934/A934M (2016) Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing Bars

ASTM A970/A970M (2018) Standard Specification for Headed Steel Bars for Concrete Reinforcement

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed; Errata) Manual of Standard Practice

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29.00 06 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00.00 06 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Reinforcement; G , AE

SD-03 Product Data

Reinforcing Steel; G, RO

SD-04 Samples

Epoxy-Coated Bars

SD-06 Test Reports

Tests, Inspections, and Verifications; G , RO

SD-07 Certificates

Reinforcing Steel Qualified Welders

1.3 QUALITY ASSURANCE

1.3.1 Welding Qualifications

Welders are required to be qualified in accordance with AWS D1.4/D1.4M .

Perform qualification test at the worksite and 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/D1.4M . Submit a list of qualified welders names.

1.4 DELIVERY, STORAGE, AND HANDLING

Store reinforcement and accessories off the ground on platforms, skids, or other supports.

SECTION 03 20 00.00 10 Page 4

PART 2 PRODUCTS

2.1 SMOOTH DOWELS

Provide smooth dowels conforming to ASTM A615/A615M , Grade 60 where indicated on drawings. Plain steel bars, cut true to length with ends square and free of burrs.

2.2 FABRICATED BAR MATS

Fabricated bar mats conforming to ASTM A184/A184M .

2.3 REINFORCING STEEL

Reinforcing steel of deformed bars conforming to ASTM A615/A615M or ASTM A706/A706M grades and sizes as indicated. Cold drawn wire used for spiral reinforcement must conform to ASTM A1064/A1064M .

Submit certified copies of test reports that the ASTM A615/A615M deformed bars conform to Section 20.2.2.5 of ACI 318 .

Submit 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.

2.3.1 Epoxy-Coated Bars

Epoxy-coated steel bars complying with the requirements of ASTM A934/A934M , including written certifications for coating material and coated bars, sample of coating material, and 1.5 pounds of patching material.

2.4 HEADED STEEL BARS

Reinforcement mechanically anchored shall meet the requirements of ASTM A970/A970M and ACI 318 . Steel heads can be either forged, threaded, or welded to the ends of the reinforcing. Reinforcing shall meet the requirements of ASTM A615/A615M or ASTM A706/A706M Grade 60.

2.5 WELDED WIRE REINFORCING

Welded wire reinforcing conforming to ASTM A1064/A1064M . When directed by the Contracting Officer for special applications, use welded wire reinforcing conforming to ASTM A884/A884M . For wire with a specified yield strength (fy) exceeding 60,000 psi, fy must be the stress corresponding to a strain of 0.35 percent.

2.6 WIRE TIES

Use wire ties that are 16 gauge or heavier black annealed steel wire.

Ties for epoxy-coated bars must be vinyl-coated or epoxy-coated.

2.7 SUPPORTS

Design bar supports for formed surfaces in accordance with CRSI 10MSP and fabricate of steel or precast concrete blocks. Provide precast concrete blocks with wire ties and not less than 4 inches square when supporting reinforcement on ground. Precast concrete block must have compressive

SECTION 03 20 00.00 10 Page 5 strength equal to that of the surrounding concrete. Coat steel supports for coated bars with electrically compatible material for a distance of at least 2 inches beyond the point of contact with the bar. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, use galvanized, plastic protected or stainless steel supports within 1/2 inch of concrete surface. Concrete supports used in concrete exposed to view must have the same color and texture as the finish surface. For slabs on grade and topping slabs on steel deck, supports use precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

Provide bar supports complying with the requirements of ACI SP-66 .

Provide plastic-coated wire, stainless steel or precast concrete supports for bars in concrete with formed surfaces exposed to view or to be painted. Use wedge-shaped precast concrete supports, not larger than 3-1/2 by 3-1/2 inches, of thickness equal to that indicated for concrete cover and with an embedded hooked tie-wire for anchorage. Bar supports used in precast concrete with formed surfaces exposed to view must be the same quality, texture and color as the finish surfaces.

2.8 TESTS, INSPECTIONS, AND VERIFICATIONS

Perform material tests, specified and required by applicable standards, by an approved laboratory and certified to demonstrate that the materials are in conformance with the specifications. Perform and certify tests, inspections, and verifications. Submit certified tests reports of reinforcement steel showing that the steel complies with the applicable specifications for each steel shipment and identified with specific lots prior to placement. Submit three copies of the heat analyses for each lot of steel furnished certifying that the steel conforms to the heat analyses.

2.8.1 Reinforcement Steel Tests

Perform mechanical testing of steel in accordance with ASTM A370 except as otherwise specified or required by the material specifications. Perform tension tests on full cross-section specimens using a gage length that spans the extremities of specimens with welds or sleeves included. From chemical analyses of steel heats report the percentages of carbon, phosphorous, manganese, sulphur and silicon present in the steel.

2.8.2 Non-Destructive Testing of Welds

Perform non-destructive testing of welds in accordance with AWS D1.4/D1.4M Section 7, except that radiographic testing is not permitted.

PART 3 EXECUTION

3.1 REINFORCEMENT

Fabricate and place reinforcement steel and accessories as specified, as indicated, and as shown on approved shop drawings. Fabrication and placement details of steel and accessories not specified or shown must be in accordance with ACI SP-66 and ACI 318 . Cold bend reinforcement unless otherwise authorized. Bending may be accomplished in the field or at the mill. Mill bend epoxy-coated bars prior to coating. Do not bend bars after embedment in concrete. Place safety caps on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety.

Face wire tie ends away from the forms. Submit detail drawings showing

SECTION 03 20 00.00 10 Page 6 reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Show support details including types, sizes and spacing. Drawings shall not be copies of Contract Drawings

3.1.1 Placement

Reinforcement must be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete. Place reinforcement in accordance with ACI 318 at locations indicated plus or minus one bar diameter. Do not continue reinforcement through expansion joints and place as indicated through construction or contraction joints.

Cover with concrete coverage as indicated or as required by ACI 318 . If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of bars, including additional bars required to meet structural requirements, requires approval before concrete is placed.

3.1.2 Placing Tolerances

Conform bar spacing and concrete cover to ACI 117 .

3.1.3 Splicing

Conform splices of reinforcement to ACI 318 and make only as required or indicated. Bars may be spliced at alternate or additional locations at no additional cost to the Government subject to approval. Splicing must be by lapping.

3.1.3.1 Lap Splices

Place lapped bars in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Do not space lapped bars farther apart than 1/5 the required length of lap or 6 inches.

3.1.4 Headed Steel Bars

Reinforcement shall be terminated with steel heads as indicated on the Contract Drawings. Bars shall be spaced and located per ACI 318 .

3.2 WELDED-WIRE REINFORCEMENT PLACEMENT

Place welded-wire reinforcement in slabs as indicated. Reinforcement placed in slabs on grade must be continuous between expansion, construction, and contraction joints. Reinforcement placement at joints must be as indicated.

May lap splices in such a way that the overlapped area equals the distance between the outermost crosswires plus 2 inches. Stagger laps to avoid continuous laps in either direction. Wire or clip together reinforcement at laps at intervals not to exceed 4 feet. Position reinforcement by the use of supports.

3.3 SMOOTH DOWEL INSTALLATION

Install smooth dowels in slabs on grade at locations indicated and at right angles to joint being doweled. Accurately position and align dowels parallel to the finished concrete surface before concrete placement.

Rigidly support dowels during concrete placement. Coat one end of dowels

SECTION 03 20 00.00 10 Page 7 with a bond breaker.

-- End of Section --

SECTION 03 20 00.00 10 Page 8

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 00.00 10

CAST-IN-PLACE CONCRETE

05/14 cast-in-place concrete materials, mixing, and placement not exposed to a marine or high chloride environment.

PART 1 GENERAL

1.1 LUMP SUM CONTRACT

1.2 REFERENCES

1.3 Definitions

1.3.1 Cementitious Material

1.3.2 Chemical Admixtures

1.3.3 Complementary Cementing Materials (CCM)

1.3.4 Design Strength (f'c)

1.3.5 Mixture Proportioning

1.3.6 Mixture Proportions

1.3.7 Pozzolan

1.3.8 Workability or Consistency

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Laboratory Accreditation

1.5.1.1 Aggregate Testing and Mix Proportioning

1.5.1.2 Acceptance Testing

1.5.1.3 Contractor Quality Control

1.5.2 Quality Control Plan

1.5.3 Pre-installation Meeting

1.5.4 Special Properties and Products

1.5.5 Technical Service for Specialized Concrete

1.5.6 Government Assurance Inspection and Testing

1.5.6.1 Materials

1.5.6.2 Fresh Concrete

1.5.6.3 Hardened Concrete

1.5.6.4 Inspection

1.6 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Proportioning Studies-Normal Weight Concrete

2.1.2 Proportioning Studies-Lightweight Aggregate Structural Concrete

2.1.3 Average Compressive Strength

2.1.4 Computations from Test Records

2.1.5 Tolerances

2.1.6 Floor Finish

2.1.7 Strength Requirements

2.1.7.1 Evaluation of Concrete Compressive Strength

2.1.7.2 Investigation of Low-Strength Compressive Test Results

SECTION 03 30 00.00 10 Page 1

2.1.7.3 Load Tests

2.1.8 Water-Cementitious…