Restroom_Building_Specifications.pdf

PROJECT MANUAL

FOR

City of Saint Cloud

SA Project No. 21036

PEGHORN PARK BALLFIELD

EXPANSION

RESTROOM BUILDING SPECIFICATIONS

April 21st, 2022

Prepared by:

SONG + ASSOCIATES, INC.

ARCHITECTURE PLANNING INTERIOR DESIGN

618 EAST SOUTH STREET, SUITE 500

ORLANDO, FL 32801

407.454.3625

CITY OF SAINT CLOUD APRIL 21, 2022

PEGHORN PARK BALLFIELD IMPROVEMENTS S+A PROJECT 21036

TABLE OF CONTENTS Page 1 of 3

TABLE OF CONTENTS

DIVISION 01 – GENERAL REQUIREMENTS

Refer to Osceola Engineering INC. for Division 01 Specifications.

01 10 00 Summary 01 25 00 Contract + Modification/Substitution Procedures 01 61 16 Volatile Organic Compound (VOC) Content Restrictions 01 73 20 Selective Demolition 01 74 19 Construction Waste Management + Disposal 01 77 00 Closeout Procedures

DIVISION 02 – EXISTING CONDITIONS

02 00 00 Geotechnical Report 02 41 13 Selective Site Demolition

DIVISION 03 – CONCRETE

03 11 00 Concrete Forming 03 20 00 Concrete Reinforcing 03 30 00 Cast-in-Place Concrete

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 04 05 16 Masonry Grouting 04 05 23 Masonry Accessories 04 22 00 Concrete Unit Masonry

DIVISION 05 – METALS

05 31 00 Steel Decking 05 40 00 Cold-Formed Metal Framing

DIVISION 07 - THERMAL & MOISTURE PROTECTION

07 21 00 Thermal Insulation 07 26 00 Vapor Retarders 07 41 13 Metal Roof Panels 07 62 00 Sheet Metal Flashing and Trim 07 92 00 Joint Sealants

DIVISION 08 - DOORS AND WINDOWS

08 11 13 Hollow Metal Door and Frames 08 71 00 Door Hardware

DIVISION 09 – FINISHES

09 21 16 Gypsum Board Assemblies 09 67 23 Resinous Flooring and Coatings 09 91 13 Exterior Painting 09 91 23 Interior Painting

DIVISION 10 - SPECIALTIES

10 14 00 Signage

TABLE OF CONTENTS Page 2 of 3

10 21 13 Toilet Partitions 10 28 13 Toilet, Bath, and Laundry Accessories

DIVISION 15 to DIVISION 20 – Not Used

DIVISION 21 – FIRE SUPPRESSION– Not Used

DIVISION 22 – PLUMBING

22 01 00 General Plumbing Provisions 22 05 19 Meters and Gages for Plumbing Piping 22 05 23.12 Ball Valves for Plumbing Piping 22 05 23.13 Butterfly Valves for Plumbing Piping 22 05 23.14 Check Valves for Plumbing Piping 22 05 23.15 Gate Valves for Plumbing Piping 22 05 29 Hangers and Supports for Plumbing Piping and Equipment 22 05 53 Identification for Plumbing Piping and Equipment 22 07 16 Plumbing Equipment Insulation 22 07 19 Plumbing Piping Insulation 22 11 13 Facility Water Distribution Piping 22 11 16 Domestic Water Piping 22 11 19 Domestic Water Piping Specialties 22 13 16 Sanitary Waste and Vent Piping 22 13 19 Sanitary Waste Piping Specialties 22 13 19.13 Sanitary Drains 22 33 00 Electric, Domestic-Water Heaters 22 42 13.13 Commercial Water Closets 22 42 13.16 Commercial Urinals 22 42 16.13 Commercial Lavatories 22 42 16.16 Commercial Sinks 22 47 16 Pressure Water Coolers

DIVISION 23 – HEATING, VENTILATING AND AIR CONDITIONING

23 01 00 General Mechanical Provisions 23 05 00 Basic Mechanical Materials and Methods 23 05 15 Instructions and Maintenance Manuals 23 05 16 Housekeeping Pads, Concrete 23 05 18 Piping: Condensate Drain 23 05 29 Hangers and Supports 23 05 48 Vibration Isolation Equipment 23 05 93 Performance Verification, Preliminary 23 05 94 Performance Verification, Final 23 07 00 Insulation, HVAC 23 23 13 Refrigerant Pipe, Valves and Specialties 23 31 00 Ductwork 23 33 00 Duct System Accessories 23 34 25 Fans: In-Line Centrifugal, Light Duty 23 37 13 Air Distribution Devices

TABLE OF CONTENTS Page 3 of 3

23 37 24 Roof Air Intakes and Relief Vents 23 81 26 Condensing Units: Air Cooled Hermetic 23 81 31 Ductless Split-System Air-Conditioning Units

DIVISION 26 - ELECTRICAL

26 01 00 Basic Electrical Requirements 26 05 00 Common Work Results for Electrical 26 05 19 Low-Voltage Electrical Power Conductors and Cables 26 05 26 Grounding and Bonding for Electrical Systems 26 05 29 Hangers and Supports for Electrical Systems 26 05 33 Raceways and Boxes for Electrical Systems 26 05 53 Identification for Electrical Systems 26 09 23 Lighting Control Devices 26 24 16 Panelboards 26 27 26 Wiring Devices 26 28 13 Fuses 26 28 16 Enclosed Switches and Circuit Breakers 26 41 13 Lightning Protection for Structures 26 43 13 Surge Protection for Low-Voltage Electrical Power Circuits 26 51 00 Interior Lighting 26 56 00 Exterior Lighting 26 56 01 Sports Lighting

DIVISION 27 - COMMUNICATIONS– Not Used

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY– Not Used

DIVISION 31 – EARTH WORK

31 31 16 Termite Control

END OF TABLE OF CONTENTS

01 10 00 SUMMARY 1 OF 2

SECTION 01 10 00

SUMMARY

PART 1 GENERAL

1.01 SUMMARY

A. This Summary applies to the restroom building design. Refer to Civil Drawings and Specifications for the total project.

END OF SECTION

01 10 00 SUMMARY 2 OF 2

THIS PAGE INTENTIONALLY LEFT BLANK

01 61 16 VOLATILE ORGANIC COMPOUND (VOC) CONTENT RESTRICTION 1 OF 2

SECTION 01 61 16

VOLATILE ORGANIC COMPOUND (VOC) CONTENT RESTRICTION

A. Contractor shall avoid products and coatings with volatile organic compounds. Provide submittals for paints and fluid applied products for the Architect’s review. Comply with Federal requirements for VOC’s.

01 61 16 VOLATILE ORGANIC COMPOUND (VOC) CONTENT RESTRICTION 2 OF 2

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL 1 OF 2

SECTION 01 74 19

CONSTRUCTION WASTE MANAGEMENT + DISPOSAL

A. Refer to Osceola Engineering INC. for Construction Waste Management and Disposal Procedures.

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL 2 OF 2

01 77 00 CLOSEOUT PROCEDURES 1 OF 2

SECTION 01 77 00

CLOSEOUT PROCEDURES

A. Refer to Osceola Engineering for Closeout Procedures.

01 77 00 CLOSEOUT PROCEDURES 2 OF 2

03 11 00 CONCRETE FORMING 1 OF 6

SECTION 03 11 00

CONCRETE FORMING

PART 1 - GENERAL

1.01 SUMMARY

A. The extent of formwork is indicated by the cast-in-place concrete structures shown on the

Drawings.

B. The Work includes providing formwork, and shoring, for cast-in-place concrete and installation into formwork of items furnished by others, such as anchor bolts, setting plates, bearing plates, anchorages, inserts, frames, nosings, and other items to be embedded in concrete (but not including reinforcing steel).

1.02 SUBMITTALS

A. Product Data: Manufacturer's data and installation instructions for proprietary materials including form coatings, manufactured form systems, ties, accessories, and other items specified.

B. Concrete Shoring Formwork: Provide shop drawings and calculations signed and sealed by a Professional engineer registered in the State of Florida.

1.03 QUALITY ASSURANCE

A. Examine the substrate and the conditions under which concrete formwork is to be performed. Do not proceed with the work until unsatisfactory conditions have been corrected.

B. Codes and Standards: Unless otherwise shown or specified, design, construct, erect, maintain, and remove forms and related structures for cast-in-place concrete work in compliance with the American Concrete Institute Standard ACI 347, "Recommended

Practice for Concrete Formwork."

C. Allowable Tolerances

1. Construct formwork to provide completed cast-in-place concrete surfaces complying with the tolerances specified in ACI 347 and as follows:

a. Variation from plumb in lines and surfaces of columns, piers, walls, and arrises; 1/4 inch per 10 feet, but not more than one inch. For exposed corner columns, control joint grooves, and other conspicuous lines, 1/4 inch in a bay or 20 feet maximum; 1/2" maximum in 40 ft. or more.

b. Variation in sizes and locations of sleeves, floor openings, and wall openings, 1/4 inch.

c. Variations in footings plan dimensions, minus 1/2 inch and plus 2 inches;

misplacement or eccentricity, 2 percent of the footing width in direction of misplacement but not more than 2 inches; thickness reduction, minus 5 percent.

2. Before concrete placement, check the lines and levels of erected formwork.

Make corrections and adjustments to ensure proper size and locations of concrete members and stability of forming systems.

3. During concrete placement, check formwork and related supports to ensure that forms are not displaced and that completed work will be within specified tolerances.

PART 2 - PRODUCTS

2.01 FORM MATERIALS

03 11 00 CONCRETE FORMING 2 OF 6

A. Forms for Exposed Finish Concrete

1. Unless otherwise shown or specified, construct formwork for exposed concrete surfaces metal, metal-framed plywood-faced, to provide continuous, straight, smooth as-cast surfaces. Furnish in largest practicable sizes to minimize number of joints to conform to joint system shown on Drawings. Provide form material with sufficient thickness to withstand pressure of newly placed concrete without bow or deflection.

a. Plywood: APA grade-trademarked "B-B Plyform Exterior," mill oiled.

B. Forms for Unexposed Finish Concrete: Form with plywood, lumber, metal, or other acceptable material. Provide lumber that is dressed on at least 2 edges and one side for tight fit.

C. Cylindrical Forms

1. Form round-section members of heavy glass-fiber reinforced plastic or galvanized steel sheets. Butt sections together with bolted or keyed joints.

Finish interior joints of forms smooth so there is no visible seam on finished concrete surfaces.

2. Form round-section members with paper or fiber tubes, constructed of laminated plies using water-resistant type adhesive with wax impregnated exterior for weather and moisture protection.

a. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation.

b. Provide manufacturer's standard plastic-lined-interior units.

D. Form Units

1. Provide factory-fabricated, adjustable-length, removable, or snap-off metal form ties; design to prevent form deflection and to prevent spalling concrete surfaces upon removal.

2. Unless otherwise shown, provide ties so that portion remaining within concrete after removal of exterior parts is at least one inch from outer concrete surface.

Unless otherwise indicated, provide form ties which will leave a hole not larger than one inch diameter in concrete surfaces.

3. Form ties fabricated on the project site and wire ties are not acceptable.

E. Form Coatings: Provide commercial formulation form-coating compounds that will not bond with, stain, nor adversely affect concrete surfaces and will not impair subsequent treatment of concrete surfaces bond or adhesion, nor impede the wetting of surfaces to be cured with water or curing compounds.

F. Inserts

1. Provide metal inserts for anchorage of materials or equipment to concrete construction not supplied by other trades and as required for the Work.

2. Provide Fry original reglet as manufactured by Fry Reglet Corporation, Alhambra, California. Reglet shall be made of .050 polyvinylchloride, meeting ASTM Spec.

D-1874. Provide steel spacer channel for positive alignment and barrier to grout.

3. Vinyl Chamfer Strips: Shall be Vinylex CSN-1/2 as manufactured by Vinylex

Corporation, Knoxville, Tennessee.

2.02 DESIGN OF FORMWORK

A. Design, erect, support, brace, and maintain formwork so that it will safely support vertical and lateral loads that might be applied, until such loads can be supported by the concrete structure. Carry vertical and lateral loads to ground by formwork system and in-place construction that has attained adequate strength for that purpose. Construct formwork so

03 11 00 CONCRETE FORMING 3 OF 6

that concrete members and structures are of correct size, shape, alignment, elevation, and position. Maintain formwork and construction tolerances and surface irregularities complying with the following ACI 347 limits:

1. Provide Class A tolerances for concrete surfaces exposed to view.

2. Provide Class C tolerances for other concrete surfaces.

B. Design forms and falsework to include assumed values of live load, dead load, weight of moving equipment operated on formwork, concrete mix, height of concrete drop, vibrator frequency, ambient temperature, foundation pressures, stresses, lateral stability, and other factors pertinent to safety of structure during construction.

C. Design formwork to be readily removable without impact, shock, or damage to cast-in-place concrete surfaces and adjacent materials. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses and the like for easy removal.

D. Provide formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joint and provide backup material at joints as required to prevent leakage and fins.

E. Side forms of footings may be omitted and concrete placed directly against excavation only when requested by Contractor and accepted by Architect. When omission of forms is accepted, provide additional concrete beyond the minimum design profiles and dimensions of the footings as detailed.

F. Side forms are not required at the sides of trench footings or other footings where specifically indicated.

G. Provide temporary openings for cleanouts and inspections where interior area of formwork is inaccessible before and during concrete placement. Securely brace temporary openings and set tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at inconspicuous locations.

H. Chamfer exposed corners and edges indicated using chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

I. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Re-tighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

J. Provisions for other Trades: Coordinate openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recesses, and chases from trades providing such items. Accurately place and securely support items built into forms.

PART 3 - EXECUTION

3.01 FORM CONSTRUCTION

A. Construct forms to sizes, shapes, and lines, and dimensions shown to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in the Work. Use selected materials to obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste from leaking.

B. Fabricate forms for easy removal without hammering or prying against concrete surfaces.

Provide crush plates or wrecking plates where stripping may damage cast concrete

03 11 00 CONCRETE FORMING 4 OF 6

surfaces. Provide top forms for inclined surfaces where the slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses, and the like, to prevent swelling and assure ease of removal.

C. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete. Brace temporary closures and set tightly to forms to prevent loss of concrete mortar. Locate temporary openings on forms in as inconspicuous location as possible, consistent with project requirements.

1. Form intersecting planes to provide true, clean-cut corners, with edge grain of plywood not exposed as form for concrete.

D. Provide formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins.

E. Falsework

1. Erect falsework and support, brace and maintain it to safely support vertical, lateral, and asymmetrical loads applied until such loads can be supported by in-place concrete structures. Construct falsework so that adjustments can be made for take-up and settlement.

2. Provide wedges, jacks, or camber strips to facilitate vertical adjustments.

Carefully inspect falsework and formwork during and after concrete placement operations to determine abnormal deflection or signs of failure; make necessary adjustments to produce work or required dimensions.

3. Support form facing materials by members spaced sufficiently close to prevent deflection. Fit forms placed in successive units for continuous surfaces to accurate alignment, free from irregularities and within allowable tolerances.

4. Provide camber in formwork as required for anticipated deflections due to weight and pressures of fresh concrete and construction loads for long span members without intermediate supports.

5. Carefully inspect falsework and formwork during and after concrete placement operations to determine abnormal deflection or signs of failure; make necessary adjustments to produce work of required dimension.

F. Forms for Exposed Concrete

1. Provide form coatings on forms for all exposed finished concrete. Plywood grain indentations or patterns left in the concrete as a result of the forms are not acceptable.

2. Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes. Do not splinter forms by driving ties through improperly prepared holes.

3. Do not use metal cover plates for patching holes or defects in forms.

4. Provide sharp, clean corners at intersecting planes without visible edges or offsets. Back joints with extra studs or girts to maintain true, square intersections.

5. Use extra studs, whalers, and bracing to prevent bowing of forms between studs and to avoid bowed appearance in concrete. Do not use narrow strips of form material which will produce bow.

6. Assemble forms so they may be readily removed without damage to exposed concrete surfaces.

7. Form molding shapes, recesses, and projections with smooth-finish materials and install in forms with sealed joints to prevent displacement.

G. Corner Treatment

03 11 00 CONCRETE FORMING 5 OF 6

1. Form chamfers with 3/4-inch x 3/4-inch strips, unless otherwise shown. Extend terminal edges to required limit and miter chamfer strips at changes in direction.

2. Unexposed corners may be formed either square or chamfered.

H. Provision for Other Trades: Provide openings in concrete formwork to accommodate work of other trades including those under separate prime contracts. Size and location of openings, recesses, and chases are the responsibility of the trade requiring such items.

Accurately place and securely support items to be built into form.

I. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before concrete is to be placed. Retighten forms immediately after concrete placement as required to eliminate mortar leaks.

J. Construction Joints: Where footings and walls are divided by construction joints, joints shall have keyways formed. Keyways shall be 1/3 of the dimension of the element in both directions and shall be at least 2 inches thick.

3.02 FORM COATINGS

A. Coat form contact surfaces with form-coating compound before reinforcement is placed.

Do not allow excess form coating material to accumulate in the forms or to come in contact with surfaces which will be bonded to fresh concrete. Apply in compliance with manufacturer's instructions.

B. Coat steel forms with a non-staining, rust-preventative form oil or otherwise protect against rusting. Rust-stained steel formwork is not acceptable.

3.03 INSTALLATION OF EMBEDDED ITEMS

A. Set and build into the Work anchorage devices and other embedded items required for other Work that is attached to, or supported by, cast-in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of the items to be attached thereto.

B. Edge Forms and Screed Strips for Slabs: Set edge form or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in the finished slab surface. Provide and secure units to support types of screeds required.

1. Forms for concrete curbs and bases shall be rigidly held straight and tight so that finished concrete will be level and even.

3.04 REMOVAL OF FORMS

A. Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, may be removed after cumulatively curing at not less than

50 deg F for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by form-removal operations, and provided curing and protection operations are maintained.

B. Formwork supporting weight of concrete, such as beam soffits, joists, slabs, and other structural elements, may not be removed in less than 14 days or until concrete has attained at least 75 percent of design minimum compressive strength at 28 days.

Determine potential compressive strength of in-place concrete by testing field-cured specimens representative of concrete location or members.

C. Form-facing material may be removed 4 days after placement only if shores and other vertical supports have been arranged to permit removal of form-facing material without loosening or disturbing shores and supports.

3.05 REUSE OF FORMS

03 11 00 CONCRETE FORMING 6 OF 6

A. Clean and repair surfaces of forms to be reused in the work. Split, frayed, delaminated, or otherwise damaged form facing material will not be acceptable. Apply new form coating compound material to concrete contact surfaces as specified for new formwork.

B. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close all joints. Align and secure joints to avoid offsets. Do not use "patched" forms for exposed concrete surfaces, except as acceptable to the Architect.

END OF SECTION 03 11 00

03 20 00 CONCRETE REINFORCING 1 OF 4

SECTION 03 20 00

CONCRETE REINFORCING

PART 1 - GENERAL

1.01 SUMMARY

A. The extent of concrete reinforcement is shown on the Drawings and in schedules.

B. The Work includes fabrication and placement of reinforcement for cast-in-place concrete including bars, welded wire fabric, ties, and supports.

1.02 SUBMITTALS

A. Product Data: Manufacturer's specifications and installation instructions for proprietary materials and reinforcement accessories.

B. Shop Drawings: fabrication, bending, and placement of concrete reinforcement. Comply with the ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete

Structures." Show bar schedules, stirrup spacing, diagrams of bent bars, arrangements, and assemblies as required for the fabrication and placement of concrete reinforcement.

Show building plans with bar sizes, spacing, and quantities for all bent and straight reinforcing bars.

1.03 QUALITY ASSURANCE

A. Codes and Standards: Comply with requirements of the latest edition of the following codes and standards, except as herein modified:

1. American Welding Society, AWS D 1.4 - "Structural Welding Code - Reinforcing

Steel."

2. Concrete Reinforcing Steel Institute, "Manual of Standard Practice.”

3. American Concrete Institute, ACI 318 "Building Code Requirements for Structural

Concrete."

1.04 DELIVERY, HANDLING, AND STORAGE

A. Deliver reinforcement to the project site bundled, tagged, and marked. Use metal tags indicating bar size, lengths, and other information corresponding to markings shown on placement diagrams.

B. Store concrete reinforcement materials at the site to prevent damage and accumulation of dirt or excessive rust.

PART 2 - PRODUCTS

2.01 MATERIAL

A. Reinforcing Bars (ReBar): ASTM A615, and as follows.

1. Provide Grade 60 for all bars unless noted otherwise in Structural Drawings.

2. Provide Grade 75 for bars if specified in Structural Drawings.

B. Steel Wire: ASTM A1064

C. Welded Wire Fabric (WWF): ASTM A1064, sheets only, no rolled fabric

D. Fibrous Reinforcement: Furnish either nylon or fibrillated polypropylene fibers for plaza wear layer only.

1. Nylon Fibers: 100 percent pure nylon filamentized with a minimum diameter of

23 microns, a length of 3/4 inch, a minimum specific gravity of 1.14 and a minimum tensile strength of 130 ksi. Nylon fibers shall be added to the concrete mix at a rate of one pound per cubic yard.

03 20 00 CONCRETE REINFORCING 2 OF 4

a. Subject to compliance with requirements, provide one of the following:

1) "Nylon": Nycon Inc., Indianapolis, Indiana

2) "Superiormesh 66": Superior Fiber Products, Mentor, Ohio

3) "Forta Nylon": Forta Corporation, Grove City, Pennsylvania

2. Polypropylene Fibers: 100 percent collated fibrillated polypropylene fibers with a length of 3/4 inch, a minimum specific gravity of 0.09 and a minimum tensile strength of 80 ksi. Polypropylene fibers shall be added to the concrete mix at a rate of one and one-half pounds per cubic yard.

a. Subject to compliance with requirements, provide on of the following:

1) "Fibermix Monofilament M.D.," Fibermesh Company, Chattanooga, Tennessee.

2) "Forta Econo-Net": Forta Corporation, Grove City, Pennsylvania.

E. Supports for Reinforcement (including welded wire fabric): Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcement in place.

1. Use wire bar type supports complying with CRSI recommendations, unless otherwise indicated. Do not use wood, brick, and other unacceptable materials.

2. For slabs on grade, use supports with sand plates or horizontal runners where base material will not support chair legs.

3. Over waterproof membranes, use precast concrete chairs to prevent penetration of the membrane

4. For footings, trench footings, and grade beams use precast concrete bricks (f'c =

3000 psi min. at 28 days). (Concrete masonry bricks not acceptable).

5. For concrete masonry bond beams use #2 bar laterally, tied to each longitudinal reinforcing bar below to hold bars apart and up from bottom. Space #2 bars at

48 inches o.c.

F. Rebar Ties: Nylon or annealed tie wire as recommended by the ACI.

2.02 FABRICATION

A. Fabricate reinforcing bars to conform to required shapes and dimensions, with fabrication tolerances complying with CRSI "Manual of Standard Practice." In case of fabricating errors, do not re-bend or straighten reinforcement in a manner that will injure or weaken the material.

B. Unacceptable Materials: Reinforcement with any of the following defects will not be permitted in the work.

6. Bar lengths, depths, and bends exceeding specified fabrication tolerances.

7. Bends of kinks not indicated on Drawings or final shop drawings.

8. Bars with reduced cross-section due to excessive rusting or other cause.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Examine the conditions under which concrete reinforcement is to be placed. Do not proceed with the Work until unsatisfactory conditions have been corrected.

B. Notify Architect when steel placement for a concrete pour is nearing a completion so that the Work may be observed.

3.02 INSTALLATION

A. Comply with the specified codes and standards and Concrete Reinforcing Steel Institute recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports, and as herein specified.

03 20 00 CONCRETE REINFORCING 3 OF 4

B. Clean reinforcement to remove loose rust and mill scale, earth, and other materials which reduce or destroy bond with concrete.

C. Position, support, and secure reinforcement against displacement by formwork construction, or concrete placement operations. Locate and support reinforcing by precast concrete brick, metal chairs, runners, bolsters, spacers, and hangers as required.

D. Place reinforcement to obtain the minimum coverages for concrete protection. Arrange, space, and securely tie bars and bar supports together with 16-gauge wire to hold reinforcement accurately in position during concrete placement operations. Set wire ties so that twisted ends are directed away from exposed concrete surfaces.

E. Install welded wire fabric in as long lengths as practicable. Lap adjoining pieces at least one full mesh and lace splices with 16-gauge wire. Do not make end laps midway between supporting beams or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps.

F. Provide sufficient numbers of supports and of strengths to carry reinforcement. Do not place reinforcing bars more than 2 inches beyond the last leg of continuous bar support.

Do not use supports as bases for runaways for concrete conveying equipment and similar construction loads.

G. Provide standard reinforcing splices by lapping ends, placing bars in contact, and tightly tying wire. Comply with requirements of ACI 318 for minimum lap of spliced bars.

H. Reinforcing steel installed in continuous footings shall run continuous. This shall include specially shaped components with proper lap where corner reinforcing and step footings occur.

I. Provide additional reinforcing around required openings in footings, and slabs having at least a one-foot dimension.

J. Install and mix fiber reinforcement into concrete mix in strict accordance with the manufacturers written installation instructions and in strict accordance with the Structural

Engineer’s requirements.

END OF SECTION 03 20 00

03 20 00 CONCRETE REINFORCING 4 OF 4

03 30 00 CAST-IN-PLACE CONCRETE 1 OF 17

SECTION 03 3000

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 SUMMARY

A. Section includes interior and exterior cast-in-place concrete, mix design, placement procedures, and finishes. Work includes, but is not necessarily limited to:

1. Exterior Concrete:

a. Walks, curbs, ramps, steps, and stoops

b. Loading docks and aprons

c. Tactile warning texture Equipment pads and bases

2. Interior Concrete:

a. Floor Slabs: On grade and elevated

b. Bases, curbs, risers, and steps

c. Footings, pads, piers, columns, beams

d. Recesses for floor finishes requiring same

e. Fill for steel pan stairs

f. Lightweight topping slab

3. Other Materials:

a. Concrete admixture

b. Waterstops

c. Expansion joint fillers

d. Non-slip aggregate finish

e. Colored wear-resistant-finish

f. Curing materials

g. Self-leveling underlayment

h. Bonding agent

B. Provide other cast-in-place concrete and related work as shown on the Drawings and specified herein for complete and finished work, except concrete work specifically designated to be provided under the Work of other Sections of these Specifications.

C. The following is by other Sections, meeting the requirements of this Section (unless indicated otherwise).

1. Posts for chain link fencing.

2. Bases for exterior equipment.

3. Encasement of underground utilities or connections.

4. Specifically excluded items.

5. Flagpole base.

1.02 SUBMITTALS

A. Product Data: Proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, waterstops, joint systems, dry-shake finish materials, and other specified items.

1. Include concrete curing materials product data and specification sheets.

B. Samples: Include names, sources, and descriptions, as follows:

1. Color finishes.

2. Normal weight aggregates.

3. Fiber reinforcement.

4. Reglets.

5. Waterstops.

6. Form liners.

C. Laboratory test reports for concrete materials and mix design tests.

03 30 00 CAST-IN-PLACE CONCRETE 2 OF 17

D. Material certificates in lieu of material laboratory test reports when permitted by Architect.

Material certificates shall be signed by manufacturer and Contractor, certifying that each material item complies with or exceeds specified requirements. Provide certification from admixture manufacturers that chloride content complies with specification requirements.

E. Minutes of pre-installation conference.

F. Proposed mix designs.

G. Statement from ready-mixed plant verifying conformance to specifications and proposed mix designs.

H. Written approval/certification of concrete curing materials as specified herein.

I. ISO 9001/9002 Registration Certificate for companies that are ISO registered.

1.03 QUALITY ASSURANCE

A. Refer to Division 1 for additional requirements.

B. Standards: Comply with the provisions of the following in accordance with the Florida Building Code 7th Edition (2020), except as otherwise shown or specified.

1. ACI 117 "Standard Tolerances for Concrete Construction and Materials".

2. ACI 211.1 "Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete".

3. ACI 301 "Specifications for Structural Concrete for Buildings".

4. ACI 302.1R "Guide for Concrete Floor and Slab Construction".

5. ACI 304R "Guide for Measuring, Mixing, Transporting, and Placing Concrete".

6. ACI 311.4R "Guide for Concrete Inspection".

7. ACI 318-14 "Building Code Requirements for Reinforced Concrete and Commentary".

8. Concrete Reinforcing Steel Institute, "Manual of Standard Practice".

9. Comply with building code requirements which are more stringent than the above.

10. ACI 305 - “Hot Weather Concreting”.

11. ACI 306 - “Cold Weather Concreting”.

C. Materials may require testing and re-testing, as directed by the Architect, at any time during the progress of the Work. Allow free access to material stockpiles and facilities. Tests shall be done at the Contractor's expense.

D. Concrete curing materials shall be approved by the manufacturer of the product for the final finish material on the concrete slabs. Submit written approval/certification if requested by the Architect.

E. Material manufacturers shall be ISO 9001/9002 registered or provide proof of documented quality assurance system. Quality system must be registered by an independent registrar who is accredited by the American National Standards Institute (ANSI-RAB) or by another internationally recognized body. ISO 9001/9002 certification or proof of documented quality assurance system shall be included with the material submittals.

1.04 PROJECT CONDITIONS

A. Coordinate installation of inserts and sleeves for other trades. Time delivery so as note to cause delay in the progress of this Work.

B. Installation requirements within this Section are not intended to be restrictive and the Contractor is allowed, when reviewed with the Architect's field representative, to adjust the means and methods used to meet required tolerances. Compliance with required tolerances is the responsibility of the Contractor and adjustment required to meet these shall not be unduly restricted by the Architect or his representative.

1.05 FIELD QUALITY CONTROL

A. Floor Tolerance Measurements: Floor flatness and levelness tests on floor slabs shall be conducted in accordance with the provisions set forth in ASTM E 1155-14 with the exception of Subparagraphs 7.2.3 and 7.3.2 which may be waived at the Owner's option, also Zi calculation to be used shall be N min. = A/10. Floor tolerance measurements shall be made by the

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independent testing laboratory within 24 hours after completion of the final troweling operation, and before forms and shores have been removed, measurement shall be taken using a Dipstick Auto-Read Floor Profiler as manufactured by The Edward W. Face Company, Inc. of Norfolk, VA. Results of floor tolerance tests, including a formal notice of acceptance or rejection of the work, shall be provided to the Contractor within 24 hours after data collection.

B. Remedy for Out-of-Tolerance Work: Slab sections measuring at or above both of the specified minimum local F-numbers shall be accepted for tolerance compliance as constructed. Floor slab sections measuring below either (or both) of the specified minimum local F-numbers shall be removed and replaced (in the case of slabs-on-grade), or ground or re-topped (in the case of elevated slabs). No remedies for sub-minimum local F-number sections other than replacement of slabs-on-grade and grinding or re-topping of elevated slabs will be permitted.

For the purposes of this paragraph, a floor section shall be a rectangular area bound by column or half-column lines (i.e., minimum sections area - approximately 100 sq. ft.).

C. Special Conditions (Exceptions): Where room sizes (areas receiving concrete flooring) are restricted to smaller areas due to bearing walls or existing construction making finishing difficult, the Architect's Field Representative will determine acceptable deviations/exceptions in testing requirements.

1. Architect's Field Representative may at his discretion:

a. Waive entirely testing of small rooms, storage areas, and similar spaces.

b. Reduce the number and select the location of tests.

c. Waive penalties between specified and minimum locals.

d. Require that tolerances exceed minimum locals only.

e. Waive the requirement for removal of concrete not meeting minimum locals if, in his opinion, repairs can bring floors into acceptable/serviceable tolerances.

1.06 CONCRETE TESTING

A. Cooperate and coordinate with the testing laboratory to perform field quality control testing during concrete work under Division 3 in accordance with the current FBC. Refer to the general notes on the structural drawings.

B. Quality Control Testing During Construction: Perform sampling and testing for field quality control during the placement of concrete, as follows:

1. Sampling Fresh Concrete: ASTM C172, except modified for slump to comply with ASTM C94.

2. Slump: ASTM C143, one test for each concrete load at point of discharge, and one for each set of compressive strength test specimens.

3. Concrete Temperature: Test hourly when air temperature is 40 degrees F. and below and when 80 degrees F. and above; and each time a set of compressive test specimens is made.

4. Compression Test Specimens: ASTM C31.

5. Compressive Strength Tests: ASTM C39. Make 5 (4x8x cylinders) laboratory-cured specimens. One specimen shall be broken at 7 days and three specimens shall be broken at 28 days, and one retained in reserve for later testing if required.

a. One set for each 100 cubic yards or fraction thereof of each mix design placed in a day, or for each 5,000 sq. ft. of surface area for slab on grade.

b. One set for each 50 cubic yards or fraction thereof of each mix design placed in a day, or for each 2500 sq. ft. of surface area for elevated slabs (formed or on metal deck) or walls.

C. Report test results in writing to the Architect, Contractor, and ready-mix supplier on the same day that tests are made. Reports of compressive strength tests shall contain the project identification name and number, date of concrete placement, name of Contractor, name of concrete supplier and truck number, name of concrete testing service, concrete type and class, location of concrete batch in the structure (specific locations are required), design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength

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and type and amount of fibrous reinforcement, compressive breaking strength, and type of break for both 7 day tests and 28 day tests.

D. Additional Tests: The testing service will make additional tests of in-place concrete when test results indicate the specified concrete strengths and other characteristics have not been attained in the structure, as directed by the Architect. The testing service shall conduct tests to determine the strength and other characteristics of the in-place concrete by compression tests on cored cylinders complying with ASTM C42 or by load testing specified in ACI 318 or other acceptable nondestructive testing methods, as directed. The Contractor shall pay for such tests conducted and other additional testing as may be required, when unacceptable concrete is verified.

E. Evaluation of Quality Control Tests: Do not use concrete delivered to the final point of placement which has slump or total air content outside the specified values.

1. Compressive strength tests for laboratory-cured cylinders will be considered satisfactory if the averages of all sets of 3 consecutive compressive strength tests results equal or exceed the 28-day design compressive strength of the type or class of concrete; and no individual strength test (average of two cylinders) falls below the required compressive strength by more than 500 psi when f’c is 5000 psi or less; or by more than 0.10f’c when f’c is more than 5000 psi.

2. Strength tests of specimens cured under field conditions may be required by the Architect to check the adequacy of curing and protecting of the concrete placed. Specimens shall be molded by the field quality control laboratory at the same time and from the same samples as the laboratory cured specimens.

a. Provide improved means and procedures for protecting concrete when the

28-day compressive strength of field cured cylinders is less than 85 percent of companion laboratory cured cylinders.

b. When laboratory cured cylinder strengths are appreciably higher than the minimum required compressive strength, field cured cylinder strengths need not exceed the minimum required compressive strength by more than 500 psi even though the

85 percent criterion is not met.

c. If individual tests of laboratory cured specimen produce strengths more than 500 psi below the required minimum compressive strength or if tests of field cured cylinders indicate deficiencies in protection and curing, provide additional measures to assure that the load-bearing capacity of the structure is not jeopardized. If the likelihood of low-strength concrete is confirmed, and computations indicate the load-bearing capacity may have been significantly reduced, tests of cores drilled from the area in question may be required.

3. If the compressive strength tests fail to meet the minimum requirements specified, the concrete represented by such tests will be considered deficient in strength.

F. Deficient concrete shall be removed as directed by the Architect and replaced by the Contractor without additional cost to the Owner.

1.07 CONCRETE MATERIALS AND MIX DESIGN

A. Concrete Materials and Mix Design:

1. Ready-mixed concrete shall be mixed and delivered in accordance with ASTM C94.

2. Product Data: Submit 2 copies of manufacturer's specifications with application and installation instructions for proprietary materials and items, including admixtures, bonding agents, waterstops, joint systems, chemical floor hardeners, and dry shake finish materials.

3. Laboratory Test Reports: Submit 2 copies of laboratory test reports for concrete materials and mix design tests. The Architect's review will be for general information only.

Production of concrete to comply with specified requirements is the Contractor's responsibility.

B. Tests for Concrete Materials:

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1. Normal Weight Concrete: Test aggregates by the methods of sampling and testing of

ASTM C33.

2. Portland Cement: Sample cement and determine the properties by the methods of test

ASTM C33.

3. Submit written reports for each material sampled and tested, prior to the start of Work.

Provide the project identification name and number, date of report, name of Contractor, name of concrete testing service, source of concrete aggregates material manufacturer and brand name for manufactured materials, values specified in the referenced specification for each material, and test results. Indicate whether or not material is acceptable for intended use.

C. Submit signed statement form ready-mix plant that concrete furnished for the Project will exactly conform to the approved design mixes.

D. For slabs that are to receive moisture sensitive flooring:

1. Contractor shall work with the ready-mix supplier to provide a mix design that will be at or below 75% relative humidity at the time the flooring is scheduled to be installed.

2. Do not use lightweight aggregates.

3. Provide a mix with good self-desiccating properties. Consider adding 2%-4% Silica Fume.

4. Do not hard trowel the surface but instead provide a lightly troweled surface.

PART 2 PRODUCTS

2.01 CONCRETE MATERIALS

A. Portland Cement: ASTM C 150.

1. Use one brand of cement throughout project.

B. Fly Ash: ASTM C 618, Type F, may be substituted for up to 35 percent of the portland cement in all concrete mixes unless noted otherwise.

C. Slag cement: ASTM C989/C989M, grade 100 or 120 may be substituted for up to 50 percent of the Portland cement in all concrete mixes unless noted otherwise.

D. Normal-Weight Aggregates: ASTM C 33 and as specified. Provide aggregates from a single source for exposed concrete.

1. For exposed exterior surfaces, do not use fine or coarse aggregates that contain substances that cause spalling.

2. Local aggregates not complying with ASTM C 33 that have been shown to produce concrete of adequate strength and durability by special tests or actual service may be used when acceptable to Architect.

3. Fine Aggregate: Clean, sharp, natural sand free from loam, clay lumps, or other deleterious substances.

4. Coarse Aggregate: Clean, un-coated, processed aggregate containing no clay, mud, loam, or foreign matter, as follows:

a. Crushed stone, processed from natural rock or stone.

b. Washed gravel, either natural or crushed. Use of pit or bankrun gravels not permitted.

c. Maximum aggregate size: not larger than one-fifth or narrowest dimension between sides of forms, one-third of depth of slabs, nor three fourths of minimum clear spacing between individual reinforcing bars or bundles of bars.

5. Aggregate Supply: Provide aggregates from one source of supply to ensure uniformity in color, size, and shape.

E. Water: Potable.

2.02 CONCRETE ADMIXTURES

A. Provide admixtures produced by established reputable manufacturers and use in compliance with manufacturer's printed directions. Do not use admixtures which have not been incorporated and tested in accepted mixes, unless otherwise authorized specifically in writing by Architect.

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1. Air-Entraining Admixture: ANSI/ASTM C260.

2. Water-Reducing Admixture: ANSI/ASTM C494, Type A.

3. Set-Control Admixture: ANSI/ASTM C494.

4. Super Plasticizer: ANSI/ASTM C494, Type F.

B. Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures.

1. Subject to compliance with requirements, provide one of the following:

a. “AEA-92 and Air Mix 200”, Euclid Chemical Co.

b. “MB-VR or MB-AE”, Master Builders, Inc.

c. “Sika AER”, Sika Corp.

2. Air-Entraining admixtures shall not be used in slab mixes, on-grade or elevated.

C. Water-Reducing Admixture: ASTM C 494, Type A, and containing not more than 0.05 percent chloride ions.

1. Subject to compliance with requirements, provide one of the following:

a. “Eucon WR-75 or Eucon WR-91”, Euclid Chemical Co.

b. “Pozzolith Normal”, Master Builders, Inc.

c. “Plastocrete 160”, Sika Corp.

D. High-Range Water-Reducing Admixture (Superplasticizer): ASTM C 494, Type F or Type G and containing not more than 0.05 percent chloride ions.

1. Subject to compliance with requirements, provide one of the following:

a. “Eucon 37”, Euclid Chemical Co.

b. “Rheobuild 1000”, Master Builders, Inc.

c. “Sikament 300”, Sika Corp.

E. Water-Reducing, Accelerating Admixture: Non-chloride, non-corrosive per ASTM C 494, Type C or E, and not contain more chloride ions than are present in municipal drinking water. The admixture manufacturer must have long-term non-corrosive test data from and independent testing laboratory (of at least a year’s duration) using an acceptable accelerated corrosion test method such as that using electrical potential measures.

1. Subject to compliance with requirements, provide one of the following:

a. “Accelguard 80”, Euclid Chemical Co.

b. “Pozzutec 20”, Master Builders, Inc.

F. Water-Reducing, Retarding Admixture: ASTM C 494, Type D and contain not more than 0.05 percent chloride ions.

1. Subject to compliance with requirements, provide one of the following:

a. “Eucon Retarder 75”, Euclid Chemical Co.

b. “Pozzolith Retarder”, Master Builders, Inc.

c. “Plastiment”, Sika Corporation.

G. Shrinkage Compensating Cement: ASTM C845, Type K, M, or S.

1. Contractor may substitute shrinkage compensating cement concrete for slabs, on grade Or elevated and eliminate all control joints. Design mixes shall be submitted for approval.

H. Certification: Written conformance to the above-mentioned requirements and the chloride ion content of admixtures will be required from the admixture manufacturer prior to mix design review by the Architect.

I. Prohibited Admixtures: Calcium chloride or admixtures containing more than 0.05 percent chloride ions are not permitted.

2.03 PROPORTIONING AND DESIGN MIXES

A. Proportion mixes by either laboratory trial batch or field experience methods as specified in ACI 301, using materials to be employed on the project for each class of concrete required.

B. Submit written reports to Architect of each proposed mix for each type of concrete at least 15 days prior to start of Work. Indicate with each mix design the items or structures for which it is

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to be used. Do not begin concrete production until mixes have been reviewed by Architect.

Submit the following information:

1. Complete identification of aggregate source of supply.

2. Tests of aggregate for compliance with specified requirements.

3. Scale weight of each aggregate.

4. Absorbed water in each aggregate.

5. Brand, type, and composition of cement.

6. Brand, type, and amount of each mixture.

7. Amounts of water used in trial mixes.

8. Proportions of each material per cu. yd. including fibrous secondary reinforcement.

9. Gross weight and yield per cu. yd. of trial mixtures.

10. Measured slump.

11. Measured air content.

12. Compressive strength developed at 7 days and 28 days, from not less than 3 test cylinders cast for each 7- and 28-day test, and for each design mix. These test reports may be from previous projects within the past 6 months.

13. Identification number or name of mix to verify agreement with compression test reports.

C. Water-Cement Ratio Methods: Concrete proportions may be established by use of Water- Cement Ratio Limits Table 5.4 and limiting restrictions in ACI 301.

D. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, at no additional cost to Owner and as accepted by Architect.