Attachment 2 - Renovate Blake Gym - Specifications .pdf

M|P Project # 0110.18.001 SET NO. _______

PROJECT MANUAL

MAHG191089

REPAIR BLAKE GYM

VECTRUS

KAFB

1201 H Street | Bldg. 1201 | Biloxi | Mississippi 39534

REV 0 – Issued for Construction Abril 23, 2021

FA301024R0003

3 April 2024

1557824398E Text Box

1557824398E Text Box

Machado|Patano, PLLC M|P Design Group, PLLC

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Repair Blake Gym 000110 - 1 Table of Contents

SECTION 000110

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.01 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 000110 - Table of Contents

SPECIFICATIONS

2.01 DIVISION 01 -- GENERAL REQUIREMENTS

2.02 DIVISION 02 -- EXISTING CONDITIONS

A. 024200 - Selective Demolition with KAFB Supplement

2.03 DIVISION 03 -- CONCRETE

A. 030516 - Underslab Vapor Barrier B. 031000 - Concrete Forming and Accessories C. 032000 - Concrete Reinforcing D. 033000 - Cast-in-Place Concrete

2.04 DIVISION 04 -- MASONRY

A. 042000 - Unit Masonry

2.05 DIVISION 05 -- METALS

2.06 DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

A. 061000 - Rough Carpentry

2.07 DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

A. 071300 - Sheet Waterproofing B. 072400 - Exterior Insulation and Finish Systems C. 079200 - Joint Sealants

2.08 DIVISION 08 -- OPENINGS

A. 081113 - Hollow Metal Doors and Frames B. 081416 - Flush Wood Doors C. 087100 - Door Hardware

2.09 DIVISION 09 -- FINISHES

A. 092116 - Gypsum Board Assemblies B. 092400 - Cement Plastering C. 093000 - Tiling D. 095100 - Acoustical Ceilings E. 096466 - Wood Athletic Flooring F. 096500 - Resilient Flooring G. 096566 - Resilient Athletic Flooring H. 096700 - Fluid-Applied Flooring I. 096813 - Tile Carpeting J. 099113 - Exterior Painting K. 099123 - Interior Painting L. 099723 - Concrete and Masonry Coatings

2.10 DIVISION 10 -- SPECIALTIES

A. 101400 - Signage B. 102113.19 - Plastic Toilet Compartments

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C. 102800 - Toilet, Bath, and Laundry Accessories

2.11 DIVISION 11 -- EQUIPMENT

2.12 DIVISION 12 -- FURNISHINGS

A. 123600 - Countertops

2.13 DIVISION 13 -- SPECIAL CONSTRUCTION

2.14 DIVISION 14 -- CONVEYING EQUIPMENT

2.15 DIVISION 21 -- FIRE SUPPRESSION

A. 210500 - Common Work Results for Fire Suppression B. 210523 - General-Duty Valves for Water-Based Fire-Suppression Piping C. 211100 - Facility Fire-Suppression Water-Service Piping D. 211300 - Fire-Suppression Sprinkler Systems

2.16 DIVISION 22 -- PLUMBING

A. 220523 - General-Duty Valves for Plumbing Piping B. 220529 - Hangers and Supports for Plumbing Piping and Equipment C. 220548 - Vibration and Seismic Controls for Plumbing Piping and Equipment D. 220553 - Identification for Plumbing Piping and Equipment E. 220716 - Plumbing Equipment Insulation F. 220719 - Plumbing Piping Insulation G. 221005 - Plumbing Piping H. 221006 - Plumbing Piping Specialties I. 224000 - Plumbing Fixtures

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

A. 230519 - Meters and Gauges for HVAC Piping B. 230523 - General-Duty Valves for HVAC Piping C. 230529 - Hangers and Supports for HVAC Piping and Equipment D. 230548 - Vibration and Seismic Controls for HVAC E. 230553 - Identification for HVAC Piping and Equipment F. 230593 - Testing, Adjusting, and Balancing for HVAC G. 230713 - Duct Insulation H. 230719 - HVAC Piping Insulation I. 232113 - Hydronic Piping J. 232114 - Hydronic Specialties K. 232123 - Hydronic Pumps L. 233100 - HVAC Ducts and Casings M. 233300 - Air Duct Accessories N. 233423 - HVAC Power Ventilators O. 233700 - Air Outlets and Inlets P. 234000 - HVAC Air Cleaning Devices Q. 235216 - Condensing Boilers R. 236426 - Rotary-Screw Water Chillers S. 237413 - Packaged Outdoor Central-Station Air-Handling Units

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2.18 DIVISION 25 -- INTEGRATED AUTOMATION

2.19 DIVISION 26 -- ELECTRICAL

A. 260010 - Basic Electrical requirements B. 260051 - Electrical Related Work C. 260170 - Circuit and Motor Disconnects D. 260505 - Selective Demolition for Electrical E. 260519 - Low-Voltage Electrical Power Conductors and Cables F. 260526 - Grounding and Bonding for Electrical Systems G. 260529 - Hangers and Supports for Electrical Systems H. 260533.13 - Conduit for Electrical Systems I. 260533.16 - Boxes for Electrical Systems J. 260553 - Identification for Electrical Systems K. 260573 - Power System Studies L. 260583 - Wiring Connections M. 262416 - Panelboards N. 262726 - Wiring Devices O. 265100 - Interior Lighting

2.20 DIVISION 27 -- COMMUNICATIONS

A. 271000 - Structured Cabling B. 275121 - Biophilic Audio-Visual Environmental Systems

2.21 DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

A. 284600 - Fire Detection and Alarm

2.22 DIVISION 31 -- EARTHWORK

2.23 DIVISION 32 -- EXTERIOR IMPROVEMENTS

2.24 DIVISION 33 -- UTILITIES

2.25 DIVISION 46 -- WATER AND WASTEWATER EQUIPMENT

END OF SECTION

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Repair Blake Gym 024200 - 1 Selective Demolition with KAFB

Supplement

SECTION 024200

SELECTIVE DEMOLITION WITH KAFB SUPPLEMENT

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Demolition and removal of selected portions of building or structure.

1.02 DEFINITIONS

A. Remove: Detach items from existing construction and legally dispose of them off-site unless indicated to be removed and salvaged or removed and reinstalled.

B. Remove and Reinstall: Detach items from existing construction, prepare for reuse, and reinstall where indicated.

C. Existing to Remain: Existing items of construction that are not to be permanently removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled.

D. Preinstallation Meetings E. Predemolition Conference: Conduct conference at Project site.

1.03 INFORMATIONAL SUBMITTALS

A. For refrigerant- BOS/CE Technicians will remove and store all refrigerant.

B. Predemolition Photographs or Video: Submit before Work begins.

1.04 CLOSEOUT SUBMITTALS

A. Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes.

1.05 FIELD CONDITIONS

A. Conditions existing at time of inspection for bidding purpose will be maintained by The Government as far as practical.

1. Before selective demolition, The Government will remove the following items:

a. Add items as directed.

B. Notify The Government Contracting Officer and BOS/CE Construction Manager of discrepancies between existing conditions and Drawings before proceeding with selective demolition.

C. Hazardous Materials: It is/is not expected that hazardous materials will be encountered in the Work.

1. Hazardous materials will be removed by The Government before start of the Work. Unless specifically stated as part of the project.

2. If suspected hazardous materials are encountered, do not disturb; immediately notify The

Government Contracting Officer and BOS/CE Construction Manager. Hazardous materials will be removed by The Government under a separate contract.

D. Storage or sale of removed items or materials on-site is not permitted.

E. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations. Maintain fire-protection facilities in service during selective demolition operations.

PART 2 PRODUCTS

2.01 PEFORMANCE REQUIREMENTS

A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

B. Standards: Comply with ANSI/ASSE A10.6 and NFPA 241.

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PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that utilities have been disconnected and capped before starting selective demolition operations.

B. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition required.

C. When unanticipated mechanical, electrical, or structural elements that conflict with intended function or design are encountered, investigate and measure the nature and extent of conflict.

Promptly submit a written report to Contracting Officer.

3.02 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS

A. Existing Services/Systems to Remain: Maintain services/systems indicated to remain and protect them against damage.

1. Comply with requirements for existing services/systems interruptions specified in the

Statement of Work.

B. Existing Services/Systems to Be Removed, Relocated, or Abandoned: Locate, identify, disconnect, and seal or cap off indicated utility services and mechanical/electrical systems serving areas to be selectively demolished.

1. Arrange to shut off indicated utilities with utility companies.

2. If services/systems are required to be removed, relocated, or abandoned, provide temporary services/systems that bypass area of selective demolition and that maintain continuity of services/systems to other parts of building.

3. Disconnect, demolish, and remove fire-suppression systems, plumbing, and HVAC systems, equipment, and components indicated to be removed.

a. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or plug remaining piping with same or compatible piping material.

b. Piping to Be Abandoned in Place: Drain piping and cap or plug piping with same or compatible piping material.

c. Equipment to Be Removed: Disconnect and cap services and remove equipment.

d. Equipment to Be Removed and Reinstalled: Disconnect and cap services and remove, clean, and store equipment; when appropriate, reinstall, reconnect, and make equipment operational.

e. Equipment to Be Removed and Salvaged: Disconnect and cap services and remove equipment and deliver to The Government.

f. Ducts to Be Removed: Remove portion of ducts indicated to be removed and plug remaining ducts with same or compatible ductwork material.

g. Ducts to Be Abandoned in Place: Cap or plug ducts with same or compatible ductwork material.

C. Refrigerant: Remove refrigerant from mechanical equipment to be selectively demolished according to 40 CFR 82 and regulations of authorities having jurisdiction.

3.03 PREPARATION

A. Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

3.04 SELECTIVE DEMOLITION, GENERAL

A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction.

Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping, to minimize disturbance of adjacent surfaces. Temporarily cover openings to

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2. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces.

3. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain fire watch and portable fire-suppression devices during flame-cutting operations.

4. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

5. Dispose of demolished items and materials promptly.

B. Removed and Reinstalled Items:

1. Clean and repair items to functional condition adequate for intended reuse.

2. Pack or crate items after cleaning and repairing. Identify contents of containers.

3. Protect items from damage during transport and storage.

4. Reinstall items in locations indicated. Comply with installation requirements for new materials and equipment. Provide connections, supports, and miscellaneous materials necessary to make item functional for use indicated.

C. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by the Contracting Officer, items may be removed to a suitable, protected storage location during selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are complete.

3.05 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or otherwise indicated to remain The Government's property, remove demolished materials from Project site and legally dispose of them in an EPA-approved landfill.

1. Do not allow demolished materials to accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

3. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off The Government's property and legally dispose of them.

3.06 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.

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Repair Blake Gym 030516 - 1 Underslab Vapor Barrier - Stego

SECTION 030516

UNDERSLAB VAPOR BARRIER - STEGO

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Sheet vapor barrier under concrete slabs on grade.

1.02 RELATED REQUIREMENTS

A. Section 033000 - Cast-in-Place Concrete: Preparation of subgrade, granular fill, placement of concrete.

1.03 REFERENCE STANDARDS

A. ASTM E1643 - Standard Practice for Selection, Design, Installation and Inspection of Water

Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs 2018a.

B. ASTM E1745 - Standard Specification for Plastic Water Vapor Retarders Used in Contact with

Soil or Granular Fill under Concrete Slabs 2017.

1.04 SUBMITTALS

A. Product Data: Submit manufacturers' data on manufactured products.

B. Samples: Submit samples of underslab vapor barrier to be used.

C. Manufacturer's Installation Instructions: Indicate installation procedures and interface required with adjacent construction.

PART 2 PRODUCTS

2.01 MATERIALS

A. Underslab Vapor Barrier:

1. Water Vapor Permeance: Not more than 0.010 perms, maximum.

2. Complying with ASTM E1745 Class A.

3. Thickness: 15 mils.

4. Manufacturers:

a. Stego Industries LLC; Stego Wrap Vapor Barrier (15-mil):

www.stegoindustries.com/#sle.

b. Raven Industries; Vaporblock VB15 (15 mil blue); www.ravenind.com.

c. Insulation Solutions; Viper II (15 mil blue); insulationsolutions.com.

d. Xtreme Vapor Barrier as manufactured by Tex-Trude

e. Or Approved Equal

B. Accessory Products: Vapor barrier manufacturer's recommended tape, adhesive, mastic, etc., for sealing seams and penetrations in vapor barrier.

1. Seam Tape:

a. Water Vapor Transmission Rate: ASTM E 96, 0.3 perms or lower

b. Stego Industries LLC; Stego Tape Or Equal.

2. Vapor Proofing Mastic:

a. Water Vapor Transmission Rate: ASTM E 96, 0.3 perms or lower

b. Stego Industries LLC; Stego Mastic Or Equal.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that surface over which vapor barrier is to be installed is complete and ready before proceeding with installation of vapor barrier.

3.02 INSTALLATION

A. Install vapor barrier in accordance with manufacturer's instructions and ASTM E1643.

B. Install vapor barrier under interior slabs on grade; lap sheet over footings and seal to foundation walls.

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C. Unroll vapor barrier with the longest dimension parallel with the direction of the pour.

D. Lap joints minimum 6 inches and seal with manufacturer's approved tape.

E. Seal joints, seams and penetrations watertight with manufacturer's recommended products and follow manufacturer's written instructions.

F. No penetration of vapor barrier is allowed except for reinforcing steel and permanent utilities.

G. Repair damaged vapor retarder before covering with other materials. Repair damaged areasby cutting patches of vapor retarder, overlapping dmaged area 6 inches minimum and taping all four sides with tape.

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Repair Blake Gym 031000 - 1 CONCRETE FORMING AND

ACCESSORIES

SECTION 031000

CONCRETE FORMING AND ACCESSORIES

PART 1 - GENERAL

1.01 RELATED SECTIONS

A. Section 032000 - Concrete Reinforcing.

B. Section 033000 - Cast-in-Place Concrete.

1.02 REFERENCES

A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

B. ACI 301 - Standard Specifications for Structural Concrete.

C. ACI 318 - Building Code Requirements for Structural Concrete.

D. ACI 347 - Guide to Formwork for Concrete.

E. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

F. ASTM E1643 - Standard Practice for Selection, Design, Installation, and Inspection of Water

Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs.

G. ASTM E1745 - Standard Specification for Water Vapor Retarders Used in Contact with Soil or

Granular Fill Under Concrete Slabs.

H. ASTM E1993 - Standard Specification for Bituminous Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs.

I. ASTM F1249 - Standard Test Method for Water Vapor Transmission Rate Through Plastic Film and Sheeting Using a Modulated Infrared Sensor.

1.03 SUBMITTALS

A. Submit locations of construction joints in framed construction for approval.

B. Submit manufacturer’s data for:

C. Expansion/Isolation Joint Filler.

D. Waterstops.

1. Submit formwork shop drawings signed and sealed by an engineer licensed in the Project state. Shop Drawings should include stripping and reshoring procedure with indication of time period required between placement of concrete and removal of formwork.

1.04 DESIGN OF FORMWORK

A. Design of formwork, shoring, and reshoring and its removal is the Contractor's responsibility.

B. Design of formwork, shoring, and reshoring shall conform to ACI 117, ACI 301, ACI 318, and

ACI 347.

C. Design formwork in a manner such that existing or new construction is not overloaded.

D. Formwork shall be designed by an engineer licensed in the Project state.

PART 2 - PRODUCTS

2.01 FORM MATERIALS

A. Form Material: Wood, plywood, metal, fiberglass or a combination of these, with sufficient strength to prevent distortion.

B. Form Definitions C. Standard Forms: No form-facing material required. Standard forms are acceptable everywhere except for Architectural Concrete elements.

D. Architectural Concrete Forms: Form-facing material shall be plywood, tempered concrete-form-grade hardboard, metal (unrusted) or plastic that will produce a smooth, uniform texture on the concrete. Do not use form-facing material with raised grain, torn edges, worn edges, patches, Friday, March 26, 2021 REV 0 - Issued for Construction

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dents, or other defects that will impair the texture of the exposed concrete surfaces. Intent is that when the forms are removed, the exposed concrete surfaces will be free from all blemishes. Architectural concrete forms are required for all concrete elements indicated as Architectural Concrete.

2.02 FORMWORK ACCESSORIES

A. Formwork Accessories: Commercially manufactured products, including ties and hangers. Do not use nonfabricated wire form ties.

2.03 FORM RELEASE AGENT

A. Form release agent shall not bond with, stain, nor adversely affect concrete surfaces.

2.04 VAPOR RETARDER

A. Refer to Division 7 Section “Vapor Retarders”.

2.05 EXPANSION / ISOLATION JOINT FILLER

A. Expansion/Isolation Joint Filler: ASTM D1751, asphalt impregnated premolded fiberboard, 1/4-inch thick by full thickness of slab or joint, unless indicated otherwise in the Structural Drawings.

2.06 CONSTRUCTION JOINTS

A. Slabs-On-Grade: Steel plate dowel (1/4-inch thick) such as manufactured by PNA Construction

Technologies, Inc., Greenstreak Group, Inc., or approved equal.

B. Plate Thickness: 1/4-inch thick for slabs up to 6 inches in thickness; 3/8-inch for slabs over 6 inches and up to 8 inches in thickness; 3/4-inch thick for slabs over 8 inches in thickness and up to 12 inches in thickness.

2.07 WATERSTOPS

A. Waterstops at construction joints and contraction joints indicated in the Structural Drawings shall be sized to suit the joints.

2.08 DOVETAIL ANCHORS

A. Dovetail Anchors: 22 gage galvanized steel dovetail anchoring slots with filler strips and 16 gage galvanized dovetail anchors, comparable to the Dur-O-Wal D/A 131 seismic dovetail anchor assembly (or approved equal), unless otherwise noted in Structural Drawings.

PART 3 - EXECUTION

3.01 GENERAL

A. Erect formwork in accordance with ACI 301 and ACI 347.

B. Finished work shall comply with tolerances of ACI 117.

C. Provide 3/4-inch chamfer at all formed corners.

3.02 FOUNDATION ELEMENTS

A. Form foundation elements if soil or other conditions are such that earth trench forms are unsuitable.

B. Sides of perimeter grade beams, foundation walls, and turned-down slabs shall be formed.

C. Maintain minimum coverage of reinforcing steel as indicated in Structural Drawings.

3.03 VAPOR RETARDER

A. Where indicated on Structural Drawings, place vapor retarder over granular subbase and behind expansion / isolation joints at walls. Place electrical conduits and ducts in granular subbase.

B. Refer to Division 7 Section “Vapor Retarders”.

3.04 FORM PREPARATION

A. Seal form joints to prevent leakage.

B. Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt or other debris just before concrete is placed.

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C. Before reinforcement is placed, coat contact surfaces of form with form release agent in accordance with manufacturer’s recommendations. Do not allow excess form release agent to accumulate in forms or come in contact with concrete surfaces against which fresh concrete will be placed.

3.05 INSERTS AND EMBEDMENT ITEMS

A. Install and secure in position required inserts, embeds, hangers, sleeves, anchors, and nailers.

B. Locate anchor bolts/rods in position in accordance with approved setting drawings and secure to prevent displacement during concrete placement.

3.06 PROVISIONS FOR OTHER TRADES

A. Install openings in concrete formwork to accommodate work of other trades. Determine size and location of openings and recesses from trades requiring such items. Obtain approval from Structural Engineer for openings not shown in Structural Drawings.

B. Accurately place and securely support items built into forms.

3.07 CONSTRUCTION JOINTS

A. Slabs-On-Grade: Install steel plate dowels in accordance with manufacturer’s recommendations. Place plate dowels at mid-depth of slab (+/-1/4-inch), unless noted otherwise in the Structural Drawings.

B. Framed Construction:

C. Install construction joints in accordance with ACI 318.

D. Obtain Architect/Structural Engineer and/or Contracting Officer's prior approval for use and location of joints.

E. Provide 1½-inch deep key-type construction joints at end of each placement for framed slabs, beams, walls, and footings. Bevel forms for easy removal.

F. Remove loose particles and latency from surface prior to placing the next lift. Chip the surface to a depth sufficient to expose sound concrete.

3.08 WATERSTOPS

A. Install PVC waterstops in accordance with manufacturer’s recommendations.

3.09 DOVETAILS

A. Install continuous vertical dovetail anchoring slots with filler strips at intersections of concrete and masonry walls unless indicated otherwise on Drawings.

3.10 FORMWORK REMOVAL

A. Remove formwork carefully in such manner and at such time as to ensure complete safety of structure. Do not remove formwork, shoring, or reshoring until members have acquired sufficient strength to support their weight and the load thereon safely.

B. For conventionally reinforced framed slabs, formwork shall remain in place for a minimum of 5 days after concrete placement.

3.11 FINISHES OF FORMED SURFACES

A. Standard Form Finish: Patch tie holes and defects. Chip or rub off fins exceeding 1/4 inch in height. Leave surface with the texture imparted by the forms.

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SECTION 032000

CONCRETE REINFORCING

PART 1 - GENERAL

1.01 RELATED SECTIONS

A. Section 031000 - Concrete Forming and Accessories.

B. Section 033000 - Cast-in-Place Concrete.

1.02 REFERENCES

A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

B. ACI 301 - Standard Specifications for Structural Concrete.

C. ACI 315 - Details and Detailing of Concrete Reinforcement.

D. ACI 318 - Building Code Requirements for Structural Concrete.

E. ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

Reinforcement.

F. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement.

G. ASTM A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete

Reinforcement.

H. AWS D1.4 - Structural Weld Code - Reinforcing Steel.

I. AWS D12.1 - Recommended Practices for Welding Reinforcing Steel Metal Inserts, and

Connections in Reinforced Concrete Construction.

J. CRSI - Manual of Standard Practice.

1.03 SUBMITTALS

A. Refer to Structural Quality Assurance Plan in the Structural Drawings for additional submittal requirements.

B. Shop Drawings:

C. Notify Structural Engineer prior to detailing reinforcing steel shop drawings.

D. Indicate size, spacing, location and quantities of reinforcing steel and wire fabric, bending and cutting schedules, splice lengths, stirrup spacing, supporting and spacing devices. Detail reinforcing steel in accordance with ACI 315 and CRSI Standards.

E. Written description of reinforcement without adequate sections, elevations, and details is not acceptable.

F. Reproduction of Structural Drawings for shop drawings is not permitted. Electronic drawing files will not be provided to the Contractor.

G. Submit manufacturer's data for tension and compression splicers.

1.04 QUALITY ASSURANCE

A. Refer to the Structural Quality Assurance Plan in the Structural Drawings.

1.05 STORAGE AND PROTECTING

A. Store reinforcing steel above ground so that it remains clean. Maintain steel surfaces free from materials and coatings that might impair bond.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Deformed Reinforcing Steel: ASTM A615, refer to Structural Drawings for grade (Grade 60 minimum).

1. Welded Steel Wire Fabric: ASTM A185.

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2.02 DOWEL BAR ANCHORS (DBA)

A. Provide DBA anchors similar to Nelson Stud Welding. Deformed bars shall be USNRC approved. AWS D1.1 Structural Welding Code. ASTM A - 496 Steel Wire, Deformed For Concrete Reinforcement.

2.03 ACCESSORY MATERIALS

A. Annealed Steel Tie Wire: 16½ gage minimum.

B. Bar Supports: Plastic-tipped steel Class I bar supports conforming to CRSI Specifications.

Concrete brick may be used to support reinforcement to obtain proper clearance from earth.

2.04 SPLICERS

A. Tension Splicers: Capable of developing 125% of the reinforcing steel ASTM specified minimum yield strength.

B. Compression Splicers: Mechanical type such that the compression stress is transmitted by end bearing held in concentric contact.

PART 3 - EXECUTION

3.01 FABRICATION

A. Fabricate reinforcing steel in accordance with ACI 318 and CRSI standards.

B. Bend bars cold. Do not heat or flame cut bars. No field bending of bars partially embedded in concrete is permitted, unless specifically approved Structural Engineer and checked by Testing and Inspection Agency for cracks.

C. Weld only as indicated. Perform welding in accordance with AWS D1.4 and AWS D12.1.

D. Tag reinforcing steel for easy identification.

3.02 INSTALLATION

A. Before placing concrete, clean reinforcement of foreign particles and coatings.

B. Place, support, and secure reinforcement against displacement in accordance with ACI 318 and CRSI standards. Do not deviate from alignment or measurement.

C. Place concrete beam reinforcement support parallel to main reinforcement.

D. Locate welded wire reinforcement in the top third of slabs. Overlap mesh one lap plus two inches at side and end joints.

E. Furnish and install dowels or mechanical splices at intersections of walls, columns and piers to permit continuous reinforcement or development lengths at such intersections.

F. Maintain cover and tolerances in accordance with ACI and CRSI Specifications, unless indicated otherwise on Structural Drawings.

3.03 DOWEL BAR ANCHORS (DBA)

A. Dowel bar anchors (DBA) shall be stud welded to embed plates and are NOT permitted to be fillet welded.

3.04 SPLICES

A. Do not splice reinforcement except as indicated on Structural Drawings.

B. Tension couplers may be used and installed in accordance with manufacturer's recommendations.

3.05 DOWELS IN EXISTING CONCRETE

A. Install dowels and dowel adhesive in accordance with manufacturer’s recommendations.

B. Minimum embedment length into the existing concrete shall be 12 bar diameters, unless noted otherwise.

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Repair Blake Gym 033000 - 1 CAST-IN-PLACE CONCRETE

SECTION 033000

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.01 RELATED SECTIONS

A. Section 03 10 00 - Concrete Forming and Accessories.

B. Section 03 20 00 - Concrete Reinforcement.

C. Section 03 60 00 - Non-Shrink Grouting.

1.02 REFERENCES

A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.

B. ACI 214 - Recommended Practice for Evaluation of Strength Test Results of Concrete.

C. ACI 301 - Specifications for Structural Concrete.

D. ACI 302.1 - Guide for Concrete Floor and Slab Construction.

E. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete.

F. ACI 305 - Hot Weather Concreting.

G. ACI 306 - Cold Weather Concreting.

H. ACI 308 - Guide to Concrete Curing.

I. ACI 309 - Recommended Practice for Consolidation of Concrete.

J. ACI 318 - Building Code Requirements for Reinforced Concrete.

K. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

L. ASTM C33 - Standard Specification for Concrete Aggregates.

M. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens.

N. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

O. ASTM C138 - Standard Test Method for Density (Unit Weight), Yield, and Air Content

(Gravimetric) of Concrete.

P. ASTM C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.

Q. ASTM C150 - Standard Specification for Portland Cement.

R. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.

S. ASTM C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method.

T. ASTM C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.

U. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

V. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing

Concrete.

W. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

X. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.

Y. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL Floor

Levelness Numbers.

1. SUBMITTALS

2. Submit three copies of the concrete mix designs. Include the following:

3. Documentation of mix design proportions complying with ACI 318, Chapter 5.

4. Type and quantities of materials including admixtures

5. Slump

6. Air content

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7. Water/cement ratio

8. Fresh unit weight

9. Aggregates sieve analysis

10. Design compressive strength

11. Location of placement in structure

12. Method of placement

13. Method of curing

14. Seven-day and 28-day compressive strengths

a. Mix design submittals not conforming to the above will be rejected.

15. Polished Concrete: The concrete mix design for slabs receiving a polished finish shall be reviewed and approved by the polished concrete contractor.

1.03 QUALITY ASSURANCE

A. The ready-mixed concrete plant shall be certified for conformance with the requirements of the National Ready Mix Concrete Association.

PART 2 - PRODUCTS

2.01 CONCRETE MIX DESIGN

A. Normal Weight Concrete for foundations:

1. Compressive Strength, when tested in accordance with ASTM C39/C39M at 28 days:

3,000 pounds per square inch minimum. Refer to Structural Drawings for concrete compressive strength requirements.

2. Fly Ash Content: Maximum 15 percent of cementitious materials by weight.

3. Cement Content: Minimum 520 lb per cubic yard.

4. Water-Cement Ratio: Maximum 50 percent by weight.

5. Total Air Content for foundation concrete: 4 percent, determined in accordance with

ASTM C173/C173M.

6. Maximum Slump: 4 inches +/- 1”.

7. Maximum Aggregate Size: 1.5 inch.

8. B. Normal Weight Concrete for flatwork:

9. Compressive Strength, when tested in accordance with ASTM C39/C39M at 28 days:

Refer to Structural Drawings for concrete compressive strength requirements.

10. Fly Ash Content: Not allowable.

11. Cement Content: Minimum 520 lb per cubic yard.

12. Water-Cement Ratio: Maximum 42 percent by weight.

13. Total Air Content for flatwork concrete: Do not allow air content of troweled finished floors to exceed 3 percent.

14. Maximum Slump: 4 inches +/- 1”.

15. Maximum Aggregate Size: 5/8 inch.

2.02 MATERIALS

A. Materials designated by specific manufacturer's trade names are approved, subject to compliance with the quality and performance indicated by the manufacturer. Instructions and recommendations, published by the manufacturer of such materials are included in and are a part of these Specifications.

2.03 CEMENT

A. Cement: Type I Portland cement complying with ASTM C150, unless noted otherwise. Use one brand only.

2.04 AGGREGATE

A. Fine Aggregate: Fine aggregate complying with ASTM C33.

B. Coarse Aggregate: Gravel or crushed stone complying with ASTM C33 for normal weight concrete. Size coarse aggregate in accordance with ACI 318.

C. Polished Concrete Aggregate: Aggregate shall be a limestone aggregate and not a river rock.

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2.05 WATER

A. Water: Potable water free of deleterious substances complying with ACI 318.

2.06 AIR ENTRAINING AGENT

A. Air Entraining Agent: Air entraining agent complying with ASTM C260.

2.07 WATER REDUCER

A. Water Reducer: Water reducing agent complying with ASTM C494.

2.08 MID-RANGE/HIGH-RANGE WATER REDUCER

A. Mid-range/High-range Water Reducer: Mid-range and high-range water reducers (plasticizers) complying with ASTM C494.

2.09 CHLORIDE

A. Chlorides: Chlorides of any form shall not be used in concrete.

2.10 CURING COMPOUND

A. Curing Compound: A water-based, “odorless,” acrylic curing compound with a minimum solid content of 20 percent may be used at the Contractor's option complying with ASTM C309.

2.11 FLY ASH

A. Fly Ash: Class F fly ash with a loss on ignition of less than five percent or Class C fly ash with a loss on ignition of less than one percent complying with ASTM C618. Fly Ash type F or C, 20 percent maximum

2.12 ACCELERATORS

A. Accelerators: Non-chloride accelerators complying with ASTM C494.

2.13 RETARDERS

A. Retarders: Retarders complying with ASTM C494.

PART 3 - EXECUTION

3.01 GENERAL

A. Prepare place of deposit, mix, convey, and place in accordance with ACI 301 and ACI 304.

B. Wet forms before placing concrete.

1. Deposit concrete as near as practical to final position.

2. Do no flowing of concrete with vibrators.

3. Place slabs in accordance with ACI 302.

4. Place and finish concrete members to comply with tolerances in ACI 117.

5. Do not use aluminum equipment in placing and finishing concrete.

3.02 SLABS-ON-GRADE

A. Place concrete for slabs-on-grade on properly prepared granular subbase with vapor barrier.

1. Place thickened slabs for partitions integral with floor slabs.

3.03 MID-RANGE / HIGH-RANGE WATER REDUCERS

A. Mid-range or high-range water reducers are to be added at dosage recommended by the manufacturer. The slump of the concrete shall be one to four inches at the time the water reducers are added. Do not permit fresh concrete containing superplasticizers to come in contact with fresh concrete not containing superplasticizers.

3.04 ADDITION OF WATER AT JOB SITE

A. Water may be added at the jobsite if neither the maximum permissible water/cement ratio nor the maximum slump is exceeded. All concrete delivery trucks will have actual batch weight tickets available that clearly indicate the quantity of water that may be added at the jobsite that will not exceed the maximum water/cement ratio.

3.05 TIME LIMIT

A. Deposit concrete within one and one-half hours after batching.

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3.06 VIBRATION

A. Consolidate concrete in accordance with ACI 301 and ACI 309.

3.07 CURING

A. Begin curing procedures immediately following the commencement of the finishing operation.

B. Cure concrete in accordance with ACI 308. Keep the concrete surface moist.

C. If an acrylic curing compound is used, apply in accordance with manufacturer's recommendations to surfaces of concrete not protected for five days by formwork. Do not use curing compound in areas to receive material that does not adhere to concrete cured with a curing compound unless the curing compound is water-soluble.

3.08 WEATHER PROVISIONS

A. Perform cold weather concreting in accordance with ACI 306.

B. Perform hot weather concreting in accordance with ACI 305.

C. Protect concrete from drying and excessive temperature for the first seven days.

D. Protect fresh concrete from wind.

3.09 CONTRACTION JOINTS

A. Obtain Architect/Structural Engineer and/or Contracting Officer's approval for location of contraction joints. Do not use contraction joints in framed floors or composite slabs, unless noted in Structural Drawings.

B. Provide contraction joints in slabs-on-grade to form a regular grid with a maximum spacing as noted in the Structural Drawings. The long dimension of the grid shall not exceed 1.5 times the short dimension of the grid. Contraction joints shall be hand tooled.

C. Provide contraction joints in concrete walls at approximately 30'-0" centers, or as noted in the Structural Drawings; coordinate location with Contracting Officer. Contraction joints shall be formed as a V-groove on both faces of the wall, 3/4-inch minimum depth.

3.10 CUTTING CONCRETE

A. Obtain Architect/Structural Engineer and/or Contracting Officer's written approval prior to cutting concrete for installation of other work.

3.11 PATCHWORK AND REPAIRS

A. Notify Contracting Officer of any defective areas in concrete to be patched or repaired. Repair and patch defective areas with non-shrink grout. Cut out defective areas over 2 inches in diameter to solid concrete but not less than a depth of one inch. Make edges of cuts perpendicular to the concrete surface.

3.12 CONCRETE FINISHES

A. Finish Concrete in accordance with ACI 301.

B. All slabs, including roof slabs, shall be troweled finish, unless noted otherwise.

C. Finish slabs to the following flatness and levelness tolerances:

1. FF25/FL20 minimum overall for composite of all measured values and FF17/FL12 minimum for any individual floor section.

2. Slabs to receive wood flooring: FF45/FL30 minimum overall for composite of all measured values and FF30/FL20 minimum for any individual floor section.

3. Contracting Officer will identify which sections of slabs are to be tested for flatness and levelness.

a. FL values are applicable only if testing is performed within 72 hours of concrete placement, before tensioning of tendons, and before removal of formwork.

b. FF values are applicable to all types of slab construction and are not subject to any time constraints.

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Repair Blake Gym 042200 - 1 CONCRETE UNIT MASONRY

SECTION 042200

CONCRETE UNIT MASONRY

PART 1 - GENERAL

1.01 RELATED SECTIONS

A. Section 032000 - Concrete Reinforcing.

B. Section 033000 - Cast-in-Place Concrete.

C. Section 042000 - Unit Masonry.

1.02 REFERENCES

A. ACI 530.1-05/ASCE 6-05/TMS 602-05 - Specification for Masonry Structures.

B. ASTM A82 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

C. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

D. ASTM A496 - Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement.

E. ASTM C90 - Standard Specification for Loadbearing Concrete Masonry Units.

F. ASTM C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

(Using 2-in. Cube Specimens).

G. ASTM C140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and

Related Units.

H. ASTM C144 - Standard Specification for Aggregate for Masonry Mortar.

I. ASTM C270 - Standard Specification for Mortar for Unit Masonry.

J. ASTM C404 - Standard Specification for Aggregates for Masonry Grout.

K. ASTM C476 - Standard Specification for Grout for Masonry.

L. ASTM C1019 - Standard Test Method for Sampling and Testing Grout.

M. ASTM C1314 - Standard Test Method for Compressive Strength of Masonry Prisms.

N. ASTM D2000 - Standard Classification System for Rubber Products in Automotive Applications.

O. ASTM D2287 - Standard Specification for Nonrigid Vinyl Chloride Polymer and Copolymer

Molding and Extrusion Compounds.

1.03 SUBMITTALS

A. Refer to Structural Quality Assurance Plan in Structural Drawings for additional submittal requirements.

B. Submit coarse grout mix design.

C. Shop Drawings: Submit for masonry reinforcement complying with Section 032000.

D. Submit procedures for construction of masonry walls to be filled with coarse grout. Procedures should include low lift grouting as applicable to Project.

1.04 QUALITY ASSURANCE

A. Masonry construction and materials shall conform to all the requirements of ACI 530.1/ASCE 6/TMS 602, except as modified by the requirements of the Construction Documents.

B. Refer to the Structural Quality Assurance Plan in the Structural Drawings.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Deliver, handle, and store materials in a dry condition to protect from elements and prevent contamination, deterioration, or damage due to moisture, temperature changes, contaminants, corrosion, and other causes.

PART 2 - PRODUCTS

2.01 CONCRETE MASONRY

A. Compressive Strength, f’m: See Structural Notes in the Structural Drawings.

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2.02 CONCRETE MASONRY UNITS

A. Concrete masonry units: Comply with ASTM C90.

B. Weight: Lightweight.

C. Net Area Compressive Strength: As listed in Table 2 of ACI 530.1/ASCE 6/TMS 602 required for the specified f’m.

D. Face Dimensions: 16” long x 8” high nominal, unless indicated otherwise.

E. Special shapes: Where indicated on the Drawings.

2.03 MORTAR

A. Mortar: Type M or Type S in accordance with ASTM C270. Refer to Structural Drawings for locations.

B. Do not use admixtures that contain chlorides.

2.04 COARSE GROUT

A. Coarse Grout: In accordance with ASTM C476.

B. Compressive Strength: See Structural Notes in the Structural Drawings.

C. Slump: 8 and 10 inches.

D. Do not use admixtures that contain chlorides.

2.05 WATER

A. Water: Clean potable water free of deleterious substances.

2.06 REINFORCEMENT

A. Horizontal and Vertical Reinforcing Bars: Comply with Section 032000.

2.07 HORIZONTAL JOINT REINFORCEMENT

A. Horizontal Joint Reinforcement: Manufactured with longitudinal, parallel, deformed side wires in accordance with ASTM A496 and of the size specified in the Structural Drawings. Cross wires shall be No. 9 gage, plain, in accordance with ASTM A82, unless noted otherwise in Structural Drawings.

B. Provide as a minimum, one side wire for each face shell of hollow masonry units. Provide additional side wires or eye sections for adjustable wall ties as specified for multiwythe wall construction.

C. Provide truss type joint reinforcement, except ladder type reinforcement shall be used for walls with vertical reinforcement.

D. Finish: Hot-dipped galvanized in accordance with ASTM A153, Class B-2.

E. Provide prefabricated corner and tee section accessories.

2.08 CONTRACTION JOINT MATERIAL

A. Contraction joint material:

1. Rubber shear keys complying with ASTM D2000, M2AA-805 and with a minimum durometer hardness of 80, or

2. PVC shear keys complying with ASTM D2287, Type PVC 654-4 and with a minimum durometer hardness of 85.

PART 3 - EXECUTION

3.01 PREPARATION

A. Cold weather masonry construction shall comply with ACI 530.1, Section 1.8, Paragraph C when either of the following conditions exist:

1. The ambient air temperature falls below 40 degrees Fahrenheit, or

2. The temperature of masonry units is below 40 degrees Fahrenheit.

B. Hot weather masonry construction shall comply with ACI 530.1, Section 1.8, Paragraph D when either of the following conditions exist:

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1. The ambient air temperature exceeds 100 degrees Fahrenheit, or

2. The ambient air temperature exceeds 90 degrees Fahrenheit with a wind velocity greater than 8 mph.

3.02 CMU PLACEMENT

A. Use dry masonry units. No frozen or wet units shall be used.

B. Discard cracked, chipped, and spalled masonry units.

C. Lay hollow units as follows:

1. With full mortar coverage on horizontal and vertical face shells.

2. Bed webs in mortar in starting course on footings and in all courses of piers, columns, pilasters, and in walls where adjacent to cells or cavities to be filled with grout.

3. For starting course on footings where cells are not to be grouted, spread out full mortar bed including area under cells.

4. Maintain joint widths indicated, except for minor variations to maintain joint alignment. If not indicated, lay walls with 3/8 inch joints.

5. Buttering corners of joints, deep or excess furrowing of mortar joints is not permitted.

D. Lay units in running bond, unless noted otherwise in the Structural Drawings.

E. Fully bond external corners of concrete masonry.

F. Where non-loadbearing masonry partitions extend to underside of floor, roof deck or structural system, stop masonry short 3/8 inch to ½ inch to allow for live load deflection. Fill gap with soft joint filler.

3.03 GROUT PLACEMENT

A. Execute placement of grout in accordance with ACI 530.1, Section 3.5.

B. Place coarse grout in maximum four-foot lifts, unless specifically approved in writing by the

Architect/Structural Engineer and/or Contracting Officer.

C. Do not fill reinforced cells with mortar.

3.04 MOVEMENT JOINTS

A. Place expansion joints at locations indicated in the Structural Drawings.

1. Do not run any horizontal reinforcing through expansion joints.

B. Place contraction joints at locations indicated in the Structural Drawings.

1. Install contraction joint material.

2. Do not run horizontal reinforcement through contraction joints, except reinforcement in bond beams at floor and roof levels shall be continuous across contraction joints.

3.05 REINFORCEMENT

A. Place reinforcing bars as indicated in the Structural Drawings and in accordance with ACI 530.1, Section 3.4.

3.06 HORIZONTAL JOINT REINFORCEMENT

A. Place horizontal joint reinforcement in the horizontal mortar beds at spacings noted in the

Structural Drawings and noted below.

B. For masonry below grade, space horizontal joint reinforcing at 8 inches vertically.

C. Place horizontal joint reinforcement above lintels and below sills at openings. Extend two feet beyond opening.

D. Joint reinforcement shall be continuous. Lap joint reinforcement a minimum of 6 inches.

3.07 ERECTION BRACING

A. Design, provide, and install temporary erection bracing during construction as required to stabilize erected masonry until complete structural system is constructed.

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3.08 CLEANING AND POINTING

A. Dry brush masonry surfaces before mortar has set hard to remove mortar crumbs and accumulation.

B. Clean masonry with commercial brick cleaner approved by brick manufacturer. Protect other work from cleaning materials.

C. Cut out defective mortar and repoint.

3.09 PROTECTION OF FINISHED WORK

A. During erection cover top of wall, projections, and sills with strong waterproof membrane at end of each day’s work.

1. Extend and secure cover a minimum of 24 in. down both sides.

B. Do not apply uniform floor or roof loading for at least 12 hours after placing masonry columns or walls.

C. Do not apply concentrated loads for at least 3 days after building masonry columns or walls.

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SECTION 061000

R…