City of Staunton

Park Facilities Improvements Staunton, Virginia

Prepared for

T&L Project No. 18861

Document Date: February 20, 2026

Issued for Bids: May 1, 2026

SPECIFICATIONS

Volume II of IV

16472 Gypsy Hill Park Restroom Improvements

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PROJECT MANUAL

Volume II

16472 GYPSY HILL PARK RESTROOM IMPROVEMENTS

Park Facilities Improvements

Prepared For

This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of Thompson & Litton and is not to be used in whole or in part for any other project without the written authorization of Thompson & Litton.

726 Auburn Avenue

Radford, Virginia 24141

Document Date: February 20, 2026

T&L Project No. 18861 Issued for Bids: May 1, 2026

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City of Staunton Park Facilities Improvements

For

SEALS PAGE

For Architectural & Life Safety Only

For Civil Engineering Only For Structural Only

For Mechanical Only

For Electrical Only

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City of Staunton Park Facilities Improvements

TABLE OF CONTENTS

Volume II

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS – VOLUME I

00 0101 Project Title Page 00 0107 Seals Page 00 0110 Table of Contents 00 0115 Drawings Index

00 0515 VPPA

00 1113 Advertisement for Bids 00 2113 Instructions to Bidders 00 2515 Pre-Bid Question Form 00 4100 Bid Form 00 4313 Bid Bond (AIA A310) 00 4513 Contractor’s Qualification Statement (AIA A305) 00 4546.13 Workers’ Compensation Certificate (DGS 30-076) 00 4546.16 Certification of Bidder Regarding Debarment 00 5213 Standard Form of Agreement Between Owner & Contractor (AIA A101) 00 5433 Request for Electronic Files Form 00 6113 Performance Bond & Payment Bond (AIA A312)* 00 6275 Payment Application Checklist 00 6276 Application & Certificate for Payment (AIA G702)* 00 6276.10 Continuation Sheet (AIA G703)* 00 6277 Escrow Agreement 00 6313 Request for Information (RFI) Form 00 6325 Request for Substitution Form 00 6333 Architect’s Supplemental Instructions (AIA G710)* 00 6346 Construction Change Directive (AIA G714)* 00 6353 Proposal Request (AIA G709)* 00 6363 Change Order (AIA G701)* 00 6516 Certificate of Substantial Completion (AIA G704)* 00 6519.13 Contractor’s Affidavit of Payment of Debts & Claims (AIA G706)* 00 6519.16 Contractor’s Affidavit of Release of Liens (AIA G706A)* 00 6519.19 Consent of Surety Company to Final Payment (AIA G707)* 00 7210 General Conditions of the Contract for Construction (AIA A201) 00 7310 Supplementary General Conditions

* Asterisks indicate references made to AIA (American Institute of Architects) documents - latest edition, which are hereby made a part of the Contract Documents. All provisions and requirements contained in reference, after being duly executed, shall be considered as part of the Contract Documents, as if bound herein. Copies of the referenced documents are available for review at the office of the Architect.

Contractors shall purchase copies from the American Institute of Architects. The original document shall be provided by the Contractor and will be required for the execution of the “Contract”.

TABLE OF CONTENTS (CONTINUED)

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SPECIFICATIONS

VOLUME I

DIVISION 01 - GENERAL REQUIREMENTS

01 1000 Summary

01 3000 Administrative Requirements

01 4000 Quality Requirements

01 4533 Code-Required Special Inspections and Procedures

01 5000 Temporary Facilities and Controls

01 6000 Product Requirements

01 7000 Execution and Closeout Requirements

01 7800 Closeout Submittals

VOLUME II – 16472 GYPSY HILL PARK RESTROOM IMPROVEMENTS

DIVISION 02 - EXISTING CONDITIONS

02 4119 Selective Structure Demolition

DIVISION 03 - CONCRETE

03 3000 Cast-In-Place Concrete

DIVISION 04 - MASONRY

04 2000 Unit Masonry

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 1000 Rough Carpentry

06 1753 Shop-Fabricated Wood Trusses

06 6100 Cast Polymer Fabrications

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DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 2500 Weather Barriers

07 4113 Metal Roof Panels

07 9200 Joint Sealants

DIVISION 08 - OPENINGS

08 1113 Hollow Metal Doors and Frames

08 7100 Door Hardware

DIVISION 09 - FINISHES

09 2116 Gypsum Board Assemblies

09 9120 Painting

DIVISION 10 - SPECIALTIES

10 1400 Signage

10 2113.13 Metal Toilet Compartments

10 2800 Toilet, Bath, and Laundry Accessories

DIVISION 31 - EARTHWORK

31 1000 Site Clearing

31 2200 Grading

31 2316 Excavation

31 2316.13 Trenching

31 2323 Fill

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 1123 Aggregate Base Courses

32 1216 Asphalt Paving

32 9219 Seeding

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DIVISION 33 - UTILITIES

33 1116 Water Utility Distribution Piping

33 1300 Disinfecting Of Water Utility Distribution

33 3111 Sanitary Utility Sewerage Piping

33 4111 Storm Utility Drainage Piping

VOLUME III – 17678 MONTGOMERY HALL PARK POOL HOUSE AND RESTROOMS

DIVISION 02 - EXISTING CONDITIONS

02 4119 Selective Structure Demolition

DIVISION 03 - CONCRETE

03 3000 Cast-In-Place Concrete

DIVISION 04 - MASONRY

04 2000 Unit Masonry

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 1000 Rough Carpentry

06 1753 Shop-Fabricated Wood Trusses

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 2500 Weather Barriers

07 3113 Asphalt Shingles

07 4646 Fiber-Cement Siding

07 7123 Manufactured Gutters and Downspouts

07 9200 Joint Sealants

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DIVISION 08 - OPENINGS

08 1113 Hollow Metal Doors and Frames

08 7100 Door Hardware

DIVISION 09 - FINISHES

09 2116 Gypsum Board Assemblies

DIVISION 10 - SPECIALTIES

10 1400 Signage

10 2113.13 Metal Toilet Compartments

10 2800 Toilet, Bath, and Laundry Accessories

DIVISION 31 - EARTHWORK

31 1000 Site Clearing

31 2200 Grading

31 2316 Excavation

31 2316.13 Trenching

31 2323 Fill

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 1123 Aggregate Base Courses

32 1723.13 Painted Pavement Markings

32 9219 Seeding

DIVISION 33 - UTILITIES

33 1116 Water Utility Distribution Piping

33 1300 Disinfecting Of Water Utility Distribution

33 4111 Storm Utility Drainage Piping

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VOLUME IV – 17679 GYPSY HILL PARK PUMP HOUSE RENOVATIONS BID ALTERNATE NO. 1

DIVISION 02 - EXISTING CONDITIONS

02 4119 Selective Structure Demolition

DIVISION 03 - CONCRETE

03 3000 Cast-In-Place Concrete

DIVISION 04 - MASONRY

04 2000 Unit Masonry

DIVISION 05 - METALS

05 4000 Cold-Formed Metal Framing

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 1000 Rough Carpentry

06 1753 Shop-Fabricated Wood Trusses

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 1400

07 2500

Fluid-Applied Waterproofing

Weather Barriers

07 4113 Metal Roof Panels

07 9200 Joint Sealants

DIVISION 08 - OPENINGS

08 1213 Hollow Metal Frames

08 1416 Flush Wood Doors

08 4313 Aluminum-Framed Storefronts

08 7100 Door Hardware

DIVISION 09 - FINISHES

09 2116 Gypsum Board Assemblies

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09 9120 Painting

DIVISION 10 - SPECIALTIES

10 1400 Signage

10 2113.13 Metal Toilet Compartments

10 2800 Toilet, Bath, and Laundry Accessories

DIVISION 31 - EARTHWORK

31 1000 Site Clearing

31 2200 Grading

31 2316 Excavation

31 2316.13 Trenching

31 2323 Fill

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 1123 Aggregate Base Courses

32 1216 Asphalt Paving

32 9219 Seeding

DIVISION 33 - UTILITIES

33 1116 Water Utility Distribution Piping

33 1300 Disinfecting Of Water Utility Distribution

33 3111 Sanitary Utility Sewerage Piping

33 4111 Storm Utility Drainage Piping

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SECTION 02 4119 - SELECTIVE STRUCTURE DEMOLITION

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following:

1. Demolition and removal of selected portions of the existing building.

1.2 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, protect, store and prepare them for reuse, and reinstall them where indicated.

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

1.3 SUBMITTALS

A. Schedule of Selective Demolition Activities: Indicate detailed sequence of selective demolition and removal work, with starting and ending dates for each activity, interruption of utility services, use of elevator and stairs, and locations of temporary partitions and means of egress.

B. Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes, if any.

1.4 QUALITY ASSURANCE

A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material and extent to that indicated for this project.

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

C. Standards: Comply with ANSI A10.6 and NFPA 241.

1.5 PROJECT CONDITIONS

A. The building will be occupied in the areas immediately adjacent to the selective demolition areas. Conduct selective demolition so the buildings main tenant operations will not be disrupted.

B. Conditions existing at the time of inspection for bidding purpose will be maintained by Owner as far as practical.

C. Notify Architect of discrepancies between existing conditions and drawings before proceeding with selective demolition.

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D. Hazardous Materials: It is not expected that hazardous materials will be encountered in the work.

1. If materials suspected of containing hazardous materials are encountered, do not disturb; immediately notify the Architect and Owner. Owner will remove hazardous materials under a separate contract.

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

F. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.

1. Maintain fire protection facilities in service during selective demolition operations.

1.6 WARRANTY

A. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during selective demolition, by methods and with materials so as not to void existing warranties.

PART 2 - PRODUCTS – NOT USED

PART 3 – EXECUTION

3.1 EXAMINATION

A. Verify that utilities have been disconnected and capped.

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

C. Inventory and record the condition of items to be removed and reinstalled and items to be removed and salvaged. See Architectural drawings for process by which items can be removed from the site.

D. 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 Architect.

E. Survey of Existing Conditions: Record existing conditions by use of preconstruction photographs.

F. Perform surveys as the work progresses to detect hazards resulting from selective demolition activities.

3.2 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS

A. Existing Services/Systems: Maintain services/systems indicated to remain and protect them against damage during selective demolition operations.

B. Service/System Requirements: Locate, identify, disconnect, and seal or cap off indicated Utility services and mechanical/electrical systems serving areas to be selectively demolished.

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

3.3 PREPARATION

A. Site Access and Temporary Controls: Conduct selective demolition and debris removal operations to ensure minimum interference with adjacent occupied and used facilities.

1. Comply with requirements for access and protection specified in Division 01.

3.4 TEMPORARY FACILITIES

A. Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent areas of the building and the site.

B. General: Demolish and remove existing construction only to the extent required by new construction and as indicated on the drawings. 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 remain. All concrete cutting and other cutting shall occur after normal business hours.

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 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.

C. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Architect, 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.

3.5 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Except for items or materials indicated to be reused or reinstalled, remove demolished materials from project site and legally dispose of them in an EPA approved landfill.

B. Burning: Do not burn demolished materials.

Selective Structure Demolition 16472 02 4119/4 of 4

C. Disposal: Transport demolished materials off Owner’s property and legally dispose of them.

3.6 CLEANING

A. Clean the area effected of dust, dirt, and debris caused by selective demolition operations.

Return adjacent areas to condition existing before selective demolition operations began.

END OF SECTION

Cast-in-Place Concrete 16472 03 3000/1 of 11

SECTION 03 3000 - CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Concrete formwork.

B. Floors and slabs on grade.

C. Concrete reinforcement.

D. Joint devices associated with concrete work.

E. Concrete curing.

1.2 RELATED REQUIREMENTS

A. Section 07 9200 - Joint Sealants: Products and installation for sealants for saw cut joints and isolation joints in slabs.

B. Section 32 1313 - Concrete Paving: Sidewalks, curbs and gutters.

1.3 REFERENCE STANDARDS

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

American Concrete Institute International; 2010.

B. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete; American Concrete Institute International; 1991 (Reapproved 2002).

C. ACI 301 - Specifications for Structural Concrete; American Concrete Institute International;

2010.

D. ACI 302.1R - Guide for Concrete Floor and Slab Construction; American Concrete Institute International; 2004 (Errata 2007).

E. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete; American Concrete Institute International; 2000.

F. ACI 308R - Guide to Curing Concrete; American Concrete Institute International; 2001 (Reapproved 2008).

G. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International; 2011.

H. ACI 347 - Guide to Formwork for Concrete; American Concrete Institute International; 2004.

I. ASTM A615/A615M - Standard Specification for Deformed and Plain Carbon Billet-Steel Bars for Concrete Reinforcement; 2014.

J. ASTM A1064/A1064M - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete; 2013.

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K. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens; 2014.

L. ASTM C94/C94M - Standard Specification for Ready-Mixed Concrete; 2014.

M. ASTM C260/C260M - Standard Specification for Air-Entraining Admixtures for Concrete;

2010a.

N. ASTM C494/C494M - Standard Specification for Chemical Admixtures for Concrete; 2013.

O. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete; 2012.

P. ASTM C881/C881M - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete; 2013.

Q. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types); 2004 (Reapproved 2013).

1.4 SUBMITTALS

A. See Section 01 3000 - Administrative Requirements, for submittal procedures.

1.5 QUALITY ASSURANCE

A. Perform work of this section in accordance with ACI 301 and ACI 318.

PART 2 PRODUCTS

2.1 FORMWORK

A. Formwork Design and Construction: Comply with guidelines of ACI 347 to provide formwork that will produce concrete complying with tolerances of ACI 117.

B. Form Materials: Contractor's choice of standard products with sufficient strength to withstand hydrostatic head without distortion in excess of permitted tolerances.

1. Earth Cuts: Do not use earth cuts as forms for vertical surfaces other than footings.

Natural rock formations that maintain a stable vertical edge may be used as side forms.

2. Form Coating: Release agent that will not adversely affect concrete or interfere with application of coatings.

2.2 REINFORCEMENT

A. Reinforcing Steel: ASTM A615/A615M, Grade 60 - 60,000 psi.

1. Type: Deformed billet-steel bars.

2. Finish: Unfinished, unless otherwise indicated.

B. Steel Welded Wire Reinforcement (WWR): Galvanized, plain type, ASTM A1064/A1064M.

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1. Form: Flat Sheets.

2. WWR Style: As indicated on drawings.

C. Reinforcement Accessories:

1. Tie Wire: Annealed, minimum 16 gage, 0.0508 inch.

2. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement.

3. Provide stainless steel, galvanized, plastic, or plastic coated steel components for placement within 1-1/2 inches of weathering surfaces.

2.3 CONCRETE MATERIALS

A. Cement: ASTM C150, Type I or II Portland type.

1. Acquire all cement for entire project from same source.

B. Fine and Coarse Aggregates: ASTM C 33.

1. Acquire all aggregates for entire project from same source.

C. Fly Ash: ASTM C618, Class F. Fly ash shall not exceed 25 percent by weight of total cementitious material.

D. Water: Clean and not detrimental to concrete, complying with ASTM C94/94M.

2.4 ADMIXTURES

A. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

B. Do not use chemicals that will result in soluble chloride ions in excess of 0.1 percent by weight of cement.

C. Air Entrainment Admixture: ASTM C260/C260M.

D. High Range Water Reducing and Retarding Admixture: ASTM C494/C494M Type G.

E. High Range Water Reducing Admixture: ASTM C494/C494M Type F.

F. Water Reducing and Retarding Admixture: ASTM C494/C494M Type D.

2.5 BONDING AND JOINTING PRODUCTS

A. Epoxy Bonding System:

1. Complying with ASTM C881/C881M and of Type required for specific application.

Cast-in-Place Concrete 16472 03 3000/4 of 11

B. Slab Expansion and Isolation Joint Filler: 1/2 inch thick, height equal to slab thickness, with removable top section that will form 1/2 inch deep sealant pocket after removal.

1. Material: ASTM D1751, cellulose fiber.

C. Slab Construction Joint Devices: Combination keyed joint form and screed, galvanized steel, with minimum 1 inch diameter holes for conduit or rebars to pass through at 6 inches on center; ribbed steel stakes for setting.

2.6 CURING MATERIALS

A. Evaporation Reducer: Liquid thin-film-forming compound that reduces rapid moisture loss caused by high temperature, low humidity, and high winds; intended for application immediately after concrete placement.

B. Curing and Sealing Compound, Low Gloss: Liquid, membrane-forming, clear, non-yellowing acrylic; complying with ASTM C1315 Type 1 Class A.

C. Moisture-Retaining Sheet: ASTM C171.

D. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry.

E. Water: Potable, not detrimental to concrete.

2.7 CONCRETE MIX DESIGN

A. Proportioning Normal Weight Concrete: Comply with ACI 211.1 recommendations.

B. Limit water-soluble, chloride-ion content in hardened concrete to 0.06 percent by weight of cement.

C. Concrete Strength: Establish required average strength for each type of concrete on the basis of field experience or trial mixtures, as specified in ACI 301.

1. For trial mixtures method, employ independent testing agency acceptable to Architect/Engineer for preparing and reporting proposed mix designs.

D. Admixtures: Add acceptable admixtures as recommended in ACI 211.1 and at rates recommended or required by manufacturer.

E. Normal Weight Concrete:

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

2. Fly Ash Content: Maximum 25 percent of cementitious materials by weight.

F. Footings: Proportion normal-weight concrete mixture as follows:

1. Minimum Compressive Strength: 3000 psi (20.7 MPa) at 28 days.

2. Maximum Water-Cementitious Materials Ratio: 0.50.

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3. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).

G. Slabs-on-Grade: Proportion normal-weight concrete mixture as follows:

1. Minimum Compressive Strength: 4000 psi (27.6 MPa) at 28 days.

2. Maximum Water-Cementitious Materials Ratio: 0.45.

3. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mm).

4. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for 1-inch (25-mm) nominal maximum aggregate size.

2.8 MIXING

A. Transit Mixers: Comply with ASTM C94/C94M and ASTM C1116/C 116M.

1. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify lines, levels, and dimensions before proceeding with Work of this Section.

3.2 PREPARATION

A. Formwork: Comply with requirements of ACI 301. Design and fabricate forms to support all applied loads until concrete is cured, and for easy removal without damage to concrete.

B. Verify that forms are clean before applying release agent.

C. Coordinate placement of embedded items with erection of concrete formwork and placement of form accessories.

D. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.

E. Where new concrete is to be bonded to previously placed concrete, prepare existing surface by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions.

1. Use epoxy bonding system for bonding to damp surfaces, for structural load-bearing applications, and where curing under humid conditions is required.

3.3 INSTALLING REINFORCEMENT AND OTHER EMBEDDED ITEMS

A. Comply with requirements of ACI 301. Clean reinforcement of loose rust and mill scale, and accurately position, support, and secure in place to achieve not less than minimum concrete coverage required for protection.

Cast-in-Place Concrete 16472 03 3000/6 of 11

B. Install welded wire reinforcement in maximum possible lengths, and offset end laps in both directions. Splice laps with tie wire. Lap ends and edges six-inches or at least one mesh spacing.

C. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not interfere with concrete placement.

3.4 PLACING CONCRETE

A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed.

B. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Architect.

C. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301 provide amount of water withheld at plant is indicated on mix delivery ticket.

D. Place concrete in accordance with ACI 304R.

E. Place concrete for floor slabs in accordance with ACI 302.1R.

F. Notify testing agency not less than 24 hours prior to commencement of placement operations.

G. Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken.

H. Ensure reinforcement and embedded parts will not be disturbed during concrete placement.

I. Finish floors level and flat, unless otherwise indicated, within the tolerances specified below.

J. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete to avoid segregation.

1. Deposit concrete in horizontal layers of depth to not exceed formwork design pressures and in a manner to avoid inclined construction joints.

2. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301.

3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.

K. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete.

Cast-in-Place Concrete 16472 03 3000/7 of 11

1. Consolidate concrete during placement operations so concrete is thoroughly worked around reinforcement and other embedded items and into corners.

2. Maintain reinforcement in position on chairs during concrete placement.

3. Screed slab surfaces with a straightedge and strike off to correct elevations.

4. Slope surfaces uniformly to drains where required.

5. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleed water appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

L. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When average high and low temperature is expected to fall below 40 deg F (4.4 deg C) for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.

M. Hot-Weather Placement: Comply with ACI 301 and as follows:

1. Maintain concrete temperature below 90 deg F (32 deg C) at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

3.5 SLAB JOINTING

A. Locate joints as indicated on the Drawings.

B. Anchor joint fillers and devices to prevent movement during concrete placement.

C. Isolation Joints: Use preformed joint filler with removable top section for joint sealant, total height equal to thickness of slab, set flush with top of slab.

1. Install wherever necessary to separate slab from other building members, including columns, walls, equipment foundations, footings, stairs, manholes, sumps, and drains.

D. Load Transfer Construction and Contraction Joints: Install load transfer devices as indicated;

saw cut joint at surface as indicated for contraction joints.

Cast-in-Place Concrete 16472 03 3000/8 of 11

E. Saw Cut Contraction Joints: Saw cut joints before concrete begins to cool, within 4 to 12 hours after placing; use 1/8 inch thick blade and cut at least 1 inch deep but not less than one quarter (1/4) the depth of the slab.

F. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.

1. Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

G. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least oner-fourth of concrete thickness as follows:

1. Form contraction joints after initial floating by grooving and finishing each edge of joint to a radius of 1/8 inch (3.2 mm). Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- (3.2-mm-) wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

H. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

1. Extend joint-filler strips full width and depth of joint, terminating flush with finished concrete surface unless otherwise indicated.

2. Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch below finished concrete surface where joint sealants, specified in Section 07 9200 "Joint Sealants," are indicated.

3. Install joint-filler strips in lengths as long as practicable. Where more than one length is required, lace or clip sections together.

I. Construction Joints: Where not otherwise indicated, use metal combination screed and key form, with removable top section for joint sealant.

J. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.

3.6 FLOOR FLATNESS AND LEVELNESS TOLERANCES

A. Maximum Variation of Surface Flatness:

1. Exposed Concrete Floors: 1/4 inch in 10 ft.

B. Correct the slab surface if tolerances are less than specified.

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C. Correct defects by grinding or by removal and replacement of the defective work. Areas requiring corrective work will be identified. Re-measure corrected areas by the same process.

3.7 CONCRETE FINISHING

A. Concrete Slabs: Finish to requirements of ACI 302.1R, and as follows:

1. Other Surfaces to Be Left Exposed: "Steel trowel" as described in ACI 302.1R, minimizing burnish marks and other appearance defects.

3.8 CURING AND PROTECTION

A. Comply with requirements of ACI 308R. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

C. Surfaces Not in Contact with Forms:

1. Initial Curing: Start as soon as free water has disappeared and before surface is dry.

Keep continuously moist for not less than three days by water ponding, water-saturated sand, water-fog spray, or saturated burlap.

2. Final Curing: Begin after initial curing but before surface is dry.

3.9 FIELD QUALITY CONTROL

A. Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.

B. Inspections:

1. Steel reinforcement placement.

2. Steel reinforcement welding.

3. Verification of use of required design mixture.

4. Concrete placement, including conveying and depositing.

5. Curing procedures and maintenance of curing temperature.

C. Concrete Tests: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements:

1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd. (4 cu. m), but less than 25 cu. yd. (19 cu. m), plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof.

2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change.

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3. Air Content: ASTM C 231, pressure method, for normal-weight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

4. Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air temperature is 40 deg F (4.4 deg C) and below and when 80 deg F (27 deg C) and above, and one test for each composite sample.

5. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi (3.4 MPa).

6. Test results shall be reported in writing to Architect/Engineer, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests.

7. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.

8. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42/C 42M or by other methods as directed by Architect/Engineer.

9. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

10. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.

3.10 DEFECTIVE CONCRETE

A. Test Results: The testing agency shall report test results in writing to Architect/Engineer and Contractor within 24 hours of test.

B. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

C. Repair or replacement of defective concrete will be determined by the Architect/Engineer.

The cost of additional testing shall be borne by Contractor when defective concrete is identified.

D. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of Architect/Engineer for each individual area.

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3.11 PROTECTION

A. Do not permit traffic over unprotected concrete floor surface until fully cured.

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Unit Masonry 16472 04 2000/1 of 9

SECTION 04 2000 - UNIT MASONRY

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Concrete block.

B. Clay facing brick.

C. Common brick.

D. Mortar and grout.

E. Reinforcement and anchorage.

F. Flashings.

G. Lintels.

H. Accessories.

1.2 RELATED REQUIREMENTS

A. Section 03 1000 - Concrete Forming and Accessories: Dovetail slots for masonry anchors.

B. Section 03 3000 - Cast-in-Place Concrete: Installation of dovetail slots for masonry anchors.

C. Section 06 1000 - Rough Carpentry: Nailing strips built into masonry.

D. Section 07 2500 - Weather Barriers: Water-resistive barriers or air barriers applied to the exterior face of the backing sheathing or masonry.

E. Section 07 6200 - Sheet Metal Flashing and Trim: Through-wall masonry flashings.

F. Section 07 9200 - Joint Sealants: Sealing control and expansion joints.

1.3 REFERENCE STANDARDS

A. ASTM A153/A153M - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware; 2016a.

B. ASTM A240/A240M - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications; 2016.

C. ASTM A641/A641M - Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire;

2019 (Reapproved 2025).

D. ASTM A666/A666M - Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar; 2024.

E. ASTM A951/A951M - Standard Specification for Steel Wire for Masonry Joint Reinforcement;

2016.

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F. ASTM A1064/A1064M - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete; 2017.

G. ASTM C62 - Standard Specification for Building Brick (Solid Masonry Units Made From Clay or Shale); 2017.

H. ASTM C67/C67M - Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile; 2018.

I. ASTM C90 - Standard Specification for Loadbearing Concrete Masonry Units; 2016a.

J. ASTM C91/C91M - Standard Specification for Masonry Cement; 2012.

K. ASTM C129 - Standard Specification for Nonloadbearing Concrete Masonry Units; 2017.

L. ASTM C140/C140M - Standard Test Methods of Sampling and Testing Concrete Masonry Units and Related Units; 2017a.

M. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes; 2006 (Reapproved 2011).

N. ASTM C216 - Standard Specification for Facing Brick (Solid Masonry Units Made From Clay or Shale); 2017a.

O. ASTM C270 - Standard Specification for Mortar for Unit Masonry; 2014a.

P. ASTM C404 - Standard Specification for Aggregates for Masonry Grout; 2011.

Q. ASTM C476 - Standard Specification for Grout for Masonry; 2016.

R. ASTM C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry; 2017.

S. BIA Technical Notes No. 7 - Water Penetration Resistance – Design and Detailing; 2017.

T. BIA Technical Notes No. 13 - Ceramic Glazed Brick Exterior Walls; 2017.

U. BIA Technical Notes No. 28B - Brick Veneer/Cold-Formed Steel Framed Walls; 2025.

V. BIA Technical Notes No. 46 - Maintenance of Brick Masonry; 2017.

W. TMS 402/602 - Building Code Requirements and Specification for Masonry Structures; 2016.

1.4 SUBMITTALS

A. See Section 01 3000 - Administrative Requirements, for submittal procedures.

B. Product Data: Provide data for masonry units, fabricated wire reinforcement, mortar, and masonry accessories.

C. Shop Drawings: Indicate pertinent dimensions, materials, anchorage, size and type of fasteners, and accessories for brickwork support system.

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1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver, handle, and store masonry units by means that will prevent mechanical damage and contamination by other materials.

PART 2 PRODUCTS

2.1 CONCRETE MASONRY UNITS

A. Concrete Block: Comply with referenced standards and as follows:

1. Size: Standard units with nominal face dimensions of 16 by 8 inches and nominal depth of 8 inches.

2. Load-Bearing Units: ASTM C90, normal weight.

a. Hollow block, as indicated.

3. Non-Loadbearing Units: ASTM C129.

a. Hollow block, as indicated.

b. Lightweight.

2.2 BRICK UNITS

A. Manufacturers:

1. Belden Brick; Belcrest: www.beldenbrick.com/#sle.

2. General Shale Brick: www.generalshale.com/#sle.

B. Facing Brick: ASTM C216, Type FBS Smooth, Grade SW.

1. Nominal size: As indicated on drawings.

2. Special shapes: Molded units as required by conditions indicated, unless standard units can be sawn to produce equivalent effect.

C. Building (Common) Brick: ASTM C62, Grade SW; solid units.

1. Nominal size: As indicated on drawings.

2. Compressive strength: measured in accordance with ASTM C67/C67M.

2.3 MORTAR AND GROUT MATERIALS

A. Masonry Cement: ASTM C91/C91M, Type N.

1. Colored Mortar: Premixed cement as required to match Architect/Engineer's color sample.

B. Portland Cement: ASTM C150/C150M, Type I; color as required to produce approved color sample.

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C. Hydrated Lime: ASTM C207, Type S.

D. Grout Aggregate: ASTM C404.

E. Water: Clean and potable.

2.4 REINFORCEMENT AND ANCHORAGE

A. Single Wythe Joint Reinforcement: ASTM A951/A951M.

1. Type: Truss.

2. Material: ASTM A1064/A1064M steel wire, mill galvanized to ASTM A641/A641M Class 3.

3. Size: 0.1483 inch side rods with 0.1483 inch cross rods; width as required to provide not less than 5/8 inch of mortar coverage on each exposure.

B. Multiple Wythe Joint Reinforcement: ASTM A951/A951M.

1. Type: Truss.

2. Material: ASTM A1064/A1064M steel wire, mill galvanized to ASTM A641/A641M Class 3.

3. Size: 0.1483 inch side rods with 0.1483 inch cross rods; width as required to provide not less than 5/8 inch of mortar coverage on each exposure.

C. Masonry Veneer Anchors: 2-piece anchors that permit differential movement between masonry veneer and structural backup, hot dip galvanized to ASTM A 153/A 153M, Class B.

1. Anchor plates: Not less than 0.075 inch thick, designed for fastening to structural backup through sheathing by two fasteners; provide design with legs that penetrate sheathing and insulation to provide positive anchorage.

2. Wire ties: Manufacturer's standard shape, 0.1875 inch thick.

3. Vertical adjustment: Not less than 3-1/2 inches.

2.5 FLASHINGS

A. Metal Flashing Materials:

1. Stainless Steel Flashing: ASTM A666/A666M, Type 304, soft temper; 26 gage, 0.0187 inch thick; finish 2B to 2D.

B. Copper/Polymer Film or Fabric Flashing - Self-Adhering: 3 oz/sq ft copper sheet bonded on inward facing side to a sheet of polymer or fiberglass fabric that has a clear adhesive with a removable release liner.

C. Stainless Steel/Polymer Fabric Flashing - Self-adhering: ASTM A240/A240M; 2 mil type 304 stainless steel sheet bonded on inward facing side to a sheet of polymer fabric that has a clear adhesive with a removable release liner.

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D. Flashing Sealant/Adhesives: Silicone, polyurethane, or silyl-terminated polyether/polyurethane or other type required or recommended by flashing manufacturer;

type capable of adhering to type of flashing used.

E. Drip Edge: Stainless steel; angled drip with hemmed edge; compatible with membrane and adhesives.

F. Lap Sealants and Tapes: As recommended by flashing manufacturer; compatible with membrane and adhesives.

2.6 ACCESSORIES

A. Cavity Mortar Control: Semi-rigid polyethylene or polyester mesh panels, sized to thickness of wall cavity, and designed to prevent mortar droppings from clogging weeps and cavity vents and allow proper cavity drainage.

1. Mortar Diverter: Semi-rigid mesh designed for installation at flashing locations.

B. Weeps:

C. Type: Polyester mesh.

D. Color(s): As selected by Architect/Engineer from manufacturer's full range.

E. Cleaning Solution: Non-acidic, not harmful to masonry work or adjacent materials.

2.7 LINTELS

A. Brickwork Support System: Offset steel relief angles or lintels with hanger brackets for support of brickwork above horizontal masonry joints and openings to allow insulation to span continuously behind brick and eliminate continuous thermal bridges associated with support systems that interrupt continuous insulation.

1. Materials: Steel, hot dip galvanized to ASTM A153/A153M class B.

2.8 MORTAR AND GROUT MIXING

A. Mortar for Unit Masonry: ASTM C270, using the Proportion Specification.

1. Masonry below grade and in contact with earth: Type S.

2. Exterior, loadbearing masonry: Type N.

B. New Mortar for Old Brick: Proportion by volume only; no more than 20 percent of the total volume of Portland cement and lime combined to be Portland cement.

1. Repointing Mortar: Use proportions from 1 part lime to 2 parts sand with no Portland cement, up to 2 parts Portland cement to 3 parts lime to 6 parts sand.

C. Grout: ASTM C476; consistency required to fill completely volumes indicated for grouting;

fine grout for spaces with smallest horizontal dimension of 2 inches or less; coarse grout for spaces with smallest horizontal dimension greater than 2 inches.

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D. Admixtures: Add to mixture at manufacturer's recommended rate and in accordance with manufacturer's instructions; mix uniformly.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive masonry.

B. Verify that related items provided under other sections are properly sized and located.

C. Verify that built-in items are in proper location, and ready for roughing into masonry work.

3.2 PREPARATION

A. Direct and coordinate placement of metal anchors supplied for installation under other sections.

B. Provide temporary bracing during installation of masonry work. Maintain in place until building structure provides permanent bracing.

3.3 COLD AND HOT WEATHER REQUIREMENTS

A. Comply with requirements of TMS 402/602 or applicable building code, whichever is more stringent.

3.4 COURSING

A. Establish lines, levels, and coursing indicated. Protect from displacement.

B. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness.

C. Concrete Masonry Units:

1. Bond: Running.

2. Coursing: One unit and one mortar joint to equal 8 inches.

3. Mortar Joints: Concave.

D. Brick Units:

1. Bond: Running bond. Stacked bond and soldier course as indicated on the drawings.

2. Coursing: Three units and three mortar joints to equal 8 inches.

3. Mortar Joints: Concave.

3.5 PLACING AND BONDING

A. Lay solid masonry units in full bed of mortar, with full head joints, uniformly jointed with other work.

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B. Buttering corners of joints or excessive furrowing of mortar joints is not permitted.

C. Remove excess mortar and mortar smears as work progresses.

D. Interlock intersections and external corners, except for units laid in stack bond.

3.6 WEEPS/CAVITY VENTS

A. Install weeps in veneer and cavity walls at 24 inches on center horizontally on top of through-wall flashing above shelf angles and lintels and at bottom of walls.

3.7 CAVITY MORTAR CONTROL

A. Do not permit mortar to drop or accumulate into cavity air space or to plug weep/cavity vents.

B. For cavity walls, build inner wythe ahead of outer wythe to accommodate accessories.

C. Install cavity mortar control panels continuously throughout full height of exterior masonry cavities during construction of exterior wythe, complying with manufacturer's installation instructions.

D. Install cavity mortar diverter at base of cavity and at other flashing locations as recommended by manufacturer to prevent mortar droppings from blocking weep/cavity vents.

3.8 REINFORCEMENT AND ANCHORAGE - GENERAL, SINGLE WYTHE MASONRY, AND CAVITY WALL

MASONRY

A. Unless otherwise indicated on drawings or specified under specific wall type, install horizontal joint reinforcement 16 inches on center.

B. Place masonry joint reinforcement in first and second horizontal joints above and below openings. Extend minimum 16 inches each side of opening.

C. Place continuous joint reinforcement in first and second joint below top of walls.

D. Lap joint reinforcement ends minimum 6 inches.

E. Reinforce stack bonded unit joint corners and intersections with strap anchors 16 inches on center.

3.9 REINFORCEMENT AND ANCHORAGE - MASONRY VENEER

A. Masonry Back-Up: Embed anchors to bond veneer at maximum 16 inches on center vertically and 36 inches on center horizontally. Place additional anchors at perimeter of openings and ends of panels, so maximum spacing of anchors is 8 inches on center.

3.10 MASONRY FLASHINGS

A. Whether or not specifically indicated, install masonry flashing to divert water to exterior at all locations where downward flow of water will be interrupted.

1. Remove or cover protrusions or sharp edges that could puncture flashings.

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2. Seal lapped ends and penetrations of flashing before covering with mortar.

B. Terminate flashing up 8 inches minimum on vertical surface of backing:

1. Install vertical leg of flashing behind water-resistive barrier sheet over backing.

2. Install vertical leg of flashing over fluid-applied or self-adhered air/vapor barriers over backing or per manufacturer’s directions.

3. Anchor vertical leg of flashing into backing with a termination bar and sealant.

4. Apply cap bead of sealant on top edge of self-adhered flashing.

C. Install flashing in accordance with manufacturer's instructions and BIA Technical Notes No. 7.

D. Extend metal flashings to within 1/2 inch of exterior face of masonry and adhere to top of stainless steel angled drip with hemmed edge.

E. Lap end joints of flashings at least 6 inches, minimum, and seal watertight with flashing sealant/adhesive.

3.11 LINTELS

A. Install loose steel lintels over openings.

B.…