26-8703_Exhibit_J3_Phase_1B_Technical_Specifcations_Part_2.pdf

COLLIER COUNTY

TECHNICAL SPECIFICATIONS

FOR

IMMOKALEE SPORTS COMPLEX – PH 1B

PART 2 OF 2

BID NO.: 26-8703

May 2026

Prepared by:

Stantec Consulting Services, Inc.

3510 Kraft Road, Suite 200 Naples, FL 34195 Tel. (239) 649-4040 Stantec Project No.: 215617854

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STANTEC Project #: 215617854 100% Construction Documents May 13, 2026

Immokalee Sports Complex 505 Escambia Street Immokalee, Florida

TABLE OF CONTENTS

DIVISION 04 — MASONRY

Section 04 22 00 Concrete Unit Masonry

DIVISION 05 — METALS

Section 05 40 00 Cold-Formed Metal Framing

DIVISION 06 — WOOD, PLASTICS AND COMPOSITES

Section 06 10 00 Rough Carpentry Section 06 17 13 Prefabricated Wood Trusses (By Delegated Engineer) Section 06 17 30 Custom Timber Trusses (By Delegated Engineer) Section 06 18 00 Glue-Laminated Timber Beams (By Delegated Engineer)

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

Section 07 13 24 Pre-Applied Sheet Waterproofing Section 07 21 00 Thermal Insulation Section 07 26 00 Vapor Retarders Section 07 27 26 Fluid-Applied Membrane Air Barriers Section 07 41 13 Metal roofing Panels (Standing Seam Roofing) Section 07 62 00 Sheet Metal Flashing and Trim Section 07 84 00 Firestopping Section 07 91 00 Preformed Joint Sealants Section 07 92 00 Joint Sealants

DIVISION 08 — OPENINGS

Section 08 05 13 Common Work Results – Installation Doors and Hardware Section 08 11 13 Hollow Metal Doors and Frames Section 08 33 23 Overhead Coiling Doors Section 08 51 13 Aluminum Windows Section 08 71 00 Door Hardware Section 08 80 00 Glazing Section 08 90 00 Louvers and Vents

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DIVISION 09 — FINISHES

Section 09 22 16 Non-Structural Metal Framing Section 09 24 23 Cement Stucco Section 09 29 00 Gypsum Board Section 09 30 00 Tiling Section 09 51 00 Acoustical Ceilings Section 09 65 13 Resilient Base and Accessories Section 09 91 00 Painting Section 09 91 13 Exterior Painting Schedule Section 09 91 23 Interior Painting Schedule Section 09 96 53 Elastomeric Coatings

End - Table of Contents

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CONCRETE MASONRY UNITS

Section 04 22 00 – Page 1 of 25

Section 04 22 00

PART 1 - GENERAL

1.1 GENERAL

Work of this Section shall conform to requirements of Drawings and general provisions of the

Contract, including General and Supplementary Conditions and Division 1 Specification sections.

1.2 SCOPE

Provide all labor, materials, equipment, services and transportation required to complete all concrete masonry unit work as shown on Drawings, as specified herein, and as required by the job conditions.

1.3 RELATED WORK SPECIFIED IN OTHER SECTIONS

Submittals

Quality Control

Quality Assurance: Structural Testing and Inspection Section 014500

Concrete Reinforcement and Embedded Assemblies Section 032000

Cast-In-Place Concrete Section 033000

Thermal and Moisture Protection Division 7

1.4 CODES AND STANDARDS

A. Building Code: Concrete masonry unit work shall conform to the requirements of the Building Code identified on the Structural General Notes, and OSHA requirements, except where more stringent conditions or criteria occur in the standards referenced below and on the Drawings.

B. Standards:

1. TMS 402/ACI 530/ASCE 5 – Building Code Requirements for

Masonry Structures (TMS 402)

2. TMS 602/ACI 530.1/ASCE 6 – Specification for Masonry Structures (TMS 602)

3. American Society for Testing and Materials "ASTM Standards in

Building Codes", various standards as referenced herein.

C. Definitions:

1. See Section 033000 or 051200.

2. CMU: Concrete Masonry Unit(s)

1.5 CONTRACTOR QUALIFICATIONS

A. The work of this section shall be performed by a company specializing in the type of concrete masonry unit work required for this Project, with a minimum

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Section 04 22 00 – Page 2 of 25 of 10 years of documented, successful, experience and shall be performed by skilled workmen thoroughly experienced in the necessary crafts.

B. Grouting and Reinforcement: All masonry grouting and reinforcement work shall be performed by masonry craftworkers who have successfully completed the

International Masonry Institute training course for Grouting and Reinforced

Masonry Construction or equal.

1.6 SUBMITTALS

A. Required Submittals - Where the SUBMITTALS section of this Specification is in conflict with Division 1 Submittals, the more stringent requirements for the

Contractor apply. Required submittal items are listed here; see below for detailed requirements. Do not submit items not requested. Reproduction of Structural

Drawings for shop drawings is not permitted.

(1) Submittal Schedule

(2) Shop Drawings

(3) Mix Designs and Test Results

(4) Statement of Compressive Strength

(5) Construction Procedures

(6) Material Certificates

(7) Hot and Cold Weather Procedures

(8) Product Data

(9) Comprehensive Layout Drawings

(10) Structural Repairs

(11) Hazardous Materials Notification

1. Submittal Schedule:

2. Shop Drawings: Submit for action shop drawings for masonry that shall clearly indicate, but not be limited to:

a. Reinforcement consistent with the Shop Drawings submittal requirements See Structural

b. Concrete Masonry Units include sizes, profiles, coursing, and locations of special shapes.

c. Contraction (Control) joint type, details, and locations.

3. Mix Designs and Test Results: Submit action data as required to verify the specified values of f’m as determined by the Unit Strength Method per TMS

420. This would include mortar and grout mix designs/types and test results

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Section 04 22 00 – Page 3 of 25 for each concrete masonry unit strength required for the Project at least thirty (30) days before CMU installation begins.

a. Mix designs and test results shall be prepared or reviewed by an approved independent Testing Agency retained by the Contractor and shall be coordinated with design requirements and Contract

Documents.

b. Before submitting to Testing Agency, submit complete mix design data for each separate mortar and grout mix to be used on the

Project in a single submittal.

c. Mix materials shall be from the same production facility that will be used for this Project.

d. Mortar mix designs for each mortar type indicated on Structural

Drawings shall include:

1) Mortar type

2) Aggregate type and gradation

3) Locations on the Project where each mix design is to be used corresponding to Structural General Notes on the Drawings.

4) Type of cement used.

5) Type and proportions of ingredients in accordance with the proportion specification of ASTM C270. OR Mortar tests performed in accordance with the property specification of ASTM C270.

6) Pigment color, type and quantity

e. Grout mix designs for each grout strength indicated on Structural

Drawings shall include the following. Cast-in-place concrete mixes are not acceptable substitutes for grout and will be rejected:

1) 28-day compressive strength as indicated on Structural

Drawings.

2) Aggregate type and gradation

3) Locations on the Project where each mix design is to be used corresponding to Structural General Notes on the Drawings.

4) Type and proportions as determined by volume in accordance with

ASTM C476. OR Type and proportions as determined by compressive strength tests performed in accordance with ASTM

C1019. OR Compressive strength tests performed in accordance with ASTM C1019, and slump flow and Visual Stability Index (VSI)

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Section 04 22 00 – Page 4 of 25 as determined by ASTM C1611.

4. Statement of Compressive Strength: Submit for record for each combination of masonry unit type and mortar type a statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined in accordance with

TMS 602.

5. Construction Procedures: Submit for record procedures for construction of masonry walls. Procedures shall include high lift or low lift grouting as applicable to the Project covering maximum planned lift and pour heights.

6. Material Certificates: Submit for record material certificates signed by the material supplier that the masonry units, mortar, grout, admixtures, reinforcement, joint material, anchors, ties, and metal accessories comply with specification requirements and are compatible with each other.

7. Hot and Cold Weather Procedures: Submit for record written procedures for placement of CMU in hot and cold weather conditions. Hot and Cold weather are as defined in the CMU Placement section of this Specification.

8. Product Data: Submit for action product data clearly marked to indicate locations to be used and all technical information which specifies full compliance with this section and Contract Documents, including published application instructions, product characteristics, compatibility, and limitations for each of the following:

a. Concrete masonry units: Submit the following for each type of masonry unit indicated in the Structural Drawings:

1) Average net-area compressive strength of units including material test reports substantiating compliance with the contract documents.

2) Unit dimensions

3) Web and face shell thickness

4) Density

5) Color

6) Texture

b. Mortar materials

c. Grout materials

d. Each material and grade of reinforcement

e. Each type and size of metal accessories

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Section 04 22 00 – Page 5 of 25

f. Pigments

9. Comprehensive Layout Drawings: Submit for action comprehensive layout drawings (a single drawing per area/element):

a. Drawings shall consolidate the work of all trades and shall be coordinated by the Contractor.

b. Show walls in elevation with dimensions indicating length and height of wall.

c. Drawings shall show all wall openings. Indicate opening size and location with dimensions.

d. Locations of contraction (control) joints.

e. Plan details of columns and pilasters and coursing.

f. Drawings shall indicate the location of all conduits, plumbing and other items embedded in the masonry walls.

g. Drawings shall be to scale.

10. Structural Repairs: See Section 033000.

11. Hazardous Materials Notification: See Section 033000.

B. Submittal Process:See Section 033000 or 051200

C. SER Submittal Review: See Section 033000 or 051200

D. Substitution Request:See Section 033000 or 051200

E. Request for Information (RFI) :See Section 033000 or 051200

1.7 DELIVERY, STORAGE, AND HANDLING

A. Comply with General Conditions and Division 1.

B. Delivery:

1. At the time of delivery to the project site, concrete masonry units shall meet the linear shrinkage requirements and physical requirements of ASTM C90.

Reject and remove from site all non-conforming materials.

C. Storage:

1. Store units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproofing sheeting, securely tied. If units become wet, do not install them until they are dry.

2. Store cementitious materials on elevated platforms, under cover and in a dry location. Use of cementitious materials that have become caked or hardened from moisture absorption will not be permitted.

3. Store aggregates where grading and other required characteristics

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Section 04 22 00 – Page 6 of 25 can be maintained and contamination avoided.

4. Deliver pre-blended, dry mortar mix in moisture-resistant containers. Store pre-blended, dry mortar mix in delivery containers on elevated platforms in a dry location or in covered weatherproof dispensing silos.

5. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil.

D. Handling:

1. Handle fine and coarse aggregates as separate ingredients.

1.8 PRE-INSTALLATION CONFERENCE

A. At least 30 working days prior to the start of concrete masonry unit construction, the

Contractor shall hold a meeting to review the approved mortar and grout mix designs and to determine the procedures for producing proper concrete masonry unit construction. The Contractor shall notify the Design Professionals of the meeting and require responsible representatives of every party who is concerned with the concrete masonry unit Work to attend the conference, including but not limited to the following:

1. Contractor.

2. Testing Agency representative.

3. Admixture manufacturer(s).

B. Minutes of the meeting shall be recorded and distributed by the Contractor to all parties concerned within five working days of the meeting. One copy of the minutes shall also be furnished to the following:

1. Design Professionals.

2. Owner's Representative.

C. The minutes shall include a statement by the masonry contractor and admixture manufacturer(s) indicating that the proposed mix design can produce the concrete masonry unit properties and quality required by these

Specifications.

1.9 QUALITY ASSURANCE BY OWNER’S TESTING AGENCY

A. See Section 014500.

1.10 QUALITY CONTROL BY CONTRACTOR

A. See Section 014500 and 033000.

1.11 OBSERVATIONS AND CORRECTIONS BY DESIGN PROFESSIONALS

A. Observations: See Section 033000 or 051200.

B. Corrections by Design Professionals: See Part 3 - CORRECTIVE MEASURES

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Section 04 22 00 – Page 7 of 25 section of this specification.

1.12 PERMITS AND WARRANTY

A. Permits: See Section 033000 or 051200.

B. Warranty: See Section 033000 or 051200. Failures include but are not limited to the following:

1. Oily, waxy or loose residue which may interfere with the bonding or discoloration of various applied Architectural finish materials.

2. Discoloration of concrete masonry unit surfaces scheduled to remain exposed as a finish.

3. Areas which show surface failure or defects.

4. Areas which are not properly prepared to receive Architectural finish materials. If necessary, the Contractor, at his own expense, shall have the

Testing Agency perform appropriate tests for bond and discoloration.

PART 2 - PRODUCTS

2.1 GENERAL

A. Concrete masonry shall have the minimum compressive strength f’m as indicated in the Structural Drawings.

B. Provide units and materials from a single source and of the same brand produced in the United States throughout the project.

2.2 CONCRETE MASONRY UNITS

A. ASTM C90

1. Net area compressive strength of concrete masonry units shall be as indicated on Structural Drawings.

2. Density classification shall be as indicated on Structural Drawings.

3. Units shall be 8” (203.2 mm) nominal in height and 16” (406.4 mm) nominal in length. Nominal unit thicknesses shall be as indicated on

Structural Drawings. Actual dimensions shall be manufactured to 3/8” (9.5

mm) less than nominal dimensions.

B. Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bond beams and other special conditions.

C. At exposed faces, provide color and texture matching the range represented by Architect’s sample.

D. At faces to receive plaster, provide textured face units made with gap graded aggregates.

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Section 04 22 00 – Page 8 of 25

2.3 MORTAR AND GROUT

A. General:

1. Site mixing of mortar or grout shall not be permitted without review and acceptance of Contractor’s procedure by the Testing Agency.

2. Measure all materials accurately. Shovel measurements will not be permitted.

3. Mortar and grout shall be mixed by mechanical means. Mixing by hand is not permitted.

4. Completely empty drum before charging succeeding batch of materials.

5. Admixtures:

a) Do not use admixtures, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, pigments or other admixtures unless otherwise indicated

b) Admixtures (excluding pigments) added to either mortar or grout shall also be added to the other so that both contain the same admixtures.

c) Do not use admixtures that contain chlorides.

B. Mortar:

1. Conform to ASTM C270:

a) Mortar type shall be as indicated on Structural Drawings

b) For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone.

c) Do not admixtures that contain chlorides.

d) Color:

i. Mineral oxide pigments only.

ii. Provide mortar that is uniform in color throughout job.

2. Mixing:

a) Furnish dry mortar ingredients in the form of a pre-blended mix.

b) Mix cementitious materials and aggregates on site in batch mechanical mixer

i. Place approximately half of the required water and aggregate into the mixer while turning.

ii. Add cement and remainder of the aggregate and water into mixer in that order.

iii. Add lime and continue mixing as long as required to

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Section 04 22 00 – Page 9 of 25 secure a uniform mass.

iv. Total mixing time may not be less than 3 minutes nor more than 5 minutes.

c) Maintain workability of mortar by remixing or re-tempering

d) Do not hand mix mortar.

e) Discard mortar which has begun to stiffen or is not used with 2-1/2 hours after initial mixing.

f) Limit weight of mineral oxide or carbon black pigments added to project site prepared mortar in accordance with TMS 602.

C. Grout:

1. Conform to ASTM C476:

a) Compressive strength as indicated on Structural Drawings.

b) Contractor shall furnish fine grout at no additional cost to the Owner if the clear width of grout space or the clear grout space dimensions for grouting cells of hollow units of the constructed masonry is less than the minimum for course grout per Table 3.2.1 of TMS 402.

2. Mixing:

a) Mix grout in accordance with ASTM C476.

b) Furnish dry ingredients in the form of a pre-blended mix.

c) Mix ingredients in a mechanical batch mixer for a minimum of 5 minutes.

d) Use sufficient water to make a workable mix that will flow into all joints for the masonry units with typical rates of absorption per

ASTM C90.

e) Slump shall be between 8” (203.2 mm) and 11” (279.4 mm)

D. Self-Consolidating Grout:

1. Conform to ASTM C476.

2. Mixing:

a) Furnish dry ingredients in the form of a pre-blended mix.

b) Mix ingredients in a mechanical batch mixer for a minimum of 5 minutes.

c) Add water in accordance with the self-consolidating grout manufacturer’s recommendations.

d) Slump shall be between 24” (609.6 mm) and 30” (762 mm)

e) Field addition of admixtures is not permitted.

2.4 ADMIXTURES

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Section 04 22 00 – Page 10 of 25

1. Admixtures specified below can be used only when established in the mix design with Design Professionals' prior written approval.

2. Each admixture approved by Design Professionals shall be used in strict compliance with manufacturer's published instructions.

3. Mortar and grout suppliers shall certify all admixtures to be compatible with each other. (See Submittals Section in Part 1)

B. Air Entraining Admixture:

1. Not permitted in mortar or grout mixes.

C. Retarding Admixture:

1. ASTM C 494, Type B

2. Acceptable Product: Fritz Pak “Mortar Set Retarder”

3. Acceptable Product: Grace Construction & Packaging “Mortard-E”

4. Acceptable Product: Euclid Chemical Company “Eucon Retarder 100m”

D. Non-Corrosive Accelerating Admixture:

1. ASTM C 494, Type C

2. Acceptable Product: Fritz Pak “Mortar Set Accelerator”

3. Acceptable Product: Euclid Chemical Company “Euco Winter Admixture”

4. Acceptable Product: Grace Construction & Packaging “Morset”

E. Water-Reducing and Accelerating Admixture:

1. ASTM C 494, Type E

2. Acceptable Product: Fritz Pak "Mortar Set Accelerator”

3. Acceptable Product: Euclid Chemical Company “ACCELGUARD 80 Mortar”

4. Acceptable Product: Kaufman Products, Inc. “Excell NC 80”

2.5 REINFORCEMENT AND METAL ACCESSORIES

A. Reinforcement Bars

1. Horizontal and vertical reinforcement bars shall comply with requirements of Section 032000

B. Joint Reinforcement

1. ASTM A951

2. Carbon Steel

3. Ladder Type Reinforcement:

a) Longitudinal rod size shall be as indicated on Structural Drawings

b) Joint reinforcement width to match thickness of units.

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Section 04 22 00 – Page 11 of 25

c) Spacing of cross ties and of points of connection of cross ties to longitudinal rods to be 16” (406.4 mm) on-center maximum.

d) Provide in lengths of not less than 10’-0” (3.05 m).

e) Provide prefabricated corner and Tee Units.

C. Anchors, Ties and Accessories:

1. Wire Mesh Ties: ASTM A185

2. Wire Ties and Anchors: ASTM A82

3. Headed Anchor Rods: ASTM 307

D. Coatings for Corrosion Protection: Unless otherwise noted, protect carbon steel joint reinforcement, ties and anchors from corrosion by galvanizing in conformance with the following minimums:

1. Hot-Dip Galvanized Coatings per ASTM A153

2. Mill Galvanized Coatings per ASTM A641

2.6 MISCELLANEOUS CMU AND CMU RELATED PRODUCTS

A. Reinforcement Bar Positioners:

1. Provide positioners with two eyes or four eyes for CMU walls with one or two layers of vertical reinforcement respectively.

2. Provide positioner size for each thickness of CMU walls indicated on drawings.

3. Vertical spacing shall not exceed 16” (406.4 mm) on center.

4. Hot dip galvanized per ASTM A153.

5. Acceptable Products:

a) Heckmann Building Products: “#376 Rebar Positioner”.

b) Hohmann & Barnard: “RB Rebar Positioners” or “BR-Twin

Rebar Positioners”.

B. Contraction (Control) Joint Material:

1. Shall comply with ASTM D200, M2AA-805 with rubber shear keys with a minimum durometer hardness of 80.

C. Top of Wall Anchors:

1. All anchor components, inserts, dovetail slots and post-installed anchors to be hot-dipped galvanized or stainless steel

2. Acceptable Products:

a) For interior, non-load bearing partitions in Seismic Design

Categories A and B only:

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Section 04 22 00 – Page 12 of 25

i. PTA Series by Blok-Lok

ii. PTA Series by Hohmann and Barnard

iii. At Post-Tensioned Slabs provide dovetail slots or 3/4" (19.1

mm) maximum depth post-installed anchors

b) For interior, non-load bearing partitions or exterior back-up walls in Seismic Design Categories A and B only:

i. LSA Series by Blok-Lok

ii. At Post-Tensioned Slabs provide dovetail slots or 3/4” (19.1

mm) maximum depth post-installed anchors

D. Post-installed Anchors:

1. See Structural General Notes and Specification 032000.

E. Embedded Conduits, Pipes and Sleeves

1. Materials shall be compatible with masonry.

2. Aluminum materials are not permitted.

PART 3 - EXECUTION

3.1 CONTRACTOR INSPECTION

A. Prior to start of masonry construction, the Contractor shall verify:

1. The foundation is constructed within a level alignment tolerance of +/- 1/2"

(12.7 mm) per Figure SC-8 of TMS 602.

2. Reinforcement dowels are positioned in accordance with the Contract

Drawings and are free from loose scale, dirt, concrete or other bond inhibiting substances.

3. Edge is true to permit projection of masonry to less than 1/4" (6.4 mm).

B. Contractor shall immediately notify the Design Professionals stated conditions are not met. Construction of masonry shall not begin until unsatisfactory conditions are corrected.

3.2 PREPARATION

A. Cleaning:

1. Clean concrete surfaces to receive masonry. Remove Laitance, loose aggregate and anything else that would prevent mortar from bonding to supporting concrete.

2. Clean reinforcement and shanks of anchor rods by removing mud, oil or other materials that will adversely affect or reduce bond at the time mortar or grout is placed.

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Section 04 22 00 – Page 13 of 25

3. Reinforcement with rust, mill scale or both are acceptable without cleaning or brushing provided that the dimensions and weights, including heights of deformations, of a cleaned sample are not less than required by ASTM A615.

B. Wetting:

1. Unless otherwise required, do not wet concrete masonry. Wet cutting is permitted.

C. Debris:

1. Construct grout spaces free of mortar dropping, debris, loose aggregates, and any material deleterious to masonry grout.

2. Remove any insulating material from cells that are to receive grout, including polystyrene insulating inserts, prior to grouting.

D. Reinforcement:

1. Place reinforcement and ties in grout spaces prior to grouting.

E. Cleanouts:

1. For grout pours that exceed 5’-4” (1.63 m) in height, provide cleanout openings in the bottom course of masonry for each grout pour.

a) Construct cleanouts so that the space to be grouted can be cleaned and inspected. In solid grouted masonry, space cleanouts horizontally at a maximum of 32” (813 mm) on center.

b) Construct cleanouts with an opening of sufficient size to permit removal of debris. The minimum opening dimension shall be 3”

(76.2 mm).

c) After cleaning, close cleanouts with closures braced to resist grout pressure.

F. Ensure CMU are clean and free from dust, dirt or other foreign materials.

G. Approved mix designs must be maintained on file in Contractor's Field Office.

H. Do not place grout having a slump outside of allowable slump range.

I. Unless adequate protection is provided, CMU shall not be placed during rain.

J. Rainwater shall not be allowed to increase mixing water.

K. Layout walls in advance for accurate spacing of surface bond patterns with uniform joint thickness and to accurately locate wall openings, movement joints, returns and offsets.

3.3 MASONRY ERECTION

A. Bond Pattern:

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1. Unless otherwise indicated in the drawings, lay masonry in running bond.

B. Placing Mortar and CMU

1. General

a) Place clean CMU and adjust to final position while mortar is soft and plastic. Remove and re-lay in fresh mortar any unit disturbed to the extent that bond is broken after initial positioning.

b) Cut exposed edges or faces of CMU smooth, or position so that exposed faces or edges are unaltered manufactured surfaces.

c) When the bearing of a masonry wythe on its support is less than

2/3 of the wythe thickness, notify the Design Professional in writing.

d) Use full size units if possible. Avoid using less than one half size units at jambs, lintels, sills and corners.

e) Cutting units shall be performed with motor-driven saws to produce clean, unchipped edges. If wet cutting is used, allow units to dry before laying unless otherwise specified. Install cut units so that cut edges and surfaces are concealed.

f) Ensure random color variations of CMU by selecting CMU to be laid from three delivered pallets. Alternate pallets as work progresses.

g) Install anchors and other embedded items accurately as work progresses and prior to grouting.

h) Align cells of units vertically.

i) Where longitudinal run is to be stopped, rack back one-half block length in each course. Toothing of units is not permitted.

j) Temporary Formwork and Shoring:

i. Construct formwork and shores as required to support masonry unit during construction

ii. Construct formwork to provide shape, line and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar or grout. Brace forms to maintain position and shape during construction and curing of masonry.

iii. Do not remove forms or shores until masonry has

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Section 04 22 00 – Page 15 of 25 sufficiently cured to carry its self-weight and other construction loads.

2. Bed Joints at Base of Masonry unit:

a) In the starting course on foundations and other supporting members, construct bed joints so that the bed joint thickness is at least 1/4” (6.4 mm) and not more than:

i. 3/4” (19.1 mm) when the masonry unit is not grouted or partially grouted.

ii. 1-1/4” (31.8 mm) when the first course of the masonry unit is grouted solid and supported by a concrete foundation.

3. Bed and Head Joints:

a) Construct 3/8” (9.5 mm) thick bed and head joints except as indicated for bed joints at base of masonry unit.

b) Fill holes not specified in exposed and below grade masonry with mortar.

c) Tool joints slightly concave using a jointer larger than joint thickness to achieve solid, smooth, watertight joints when the mortar is thumbprint hard.

d) Remove masonry protrusions extending 1/2” (12.7 mm) or more into cells or cavities to be grouted.

e) Butter ends with sufficient mortar to fill head joints and shove in place. Do not slush head joints.

f) Where concealed, cut off mortar flush with face of wall using trowel.

4. Collar Joints:

a) Solidly fill collar joints less than 3/4” (19.1 mm) wide with mortar as the work progresses.

5. Hollow CMU: Place hollow units so:

a) Face shells of bed joints are fully mortared.

b) Webs are fully mortared in:

i. All courses of piers, columns and pilasters.

ii. When necessary to confine grout our insulation.

c) Head joints are mortared, a minimum distance from each face equal to the face shell thickness of the CMU.

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d) Vertical cells to be grouted are aligned and unobstructed openings for grout are provided in accordance with the drawings.

C. Embedded Items and Accessories:

1. Construct chases as masonry units are laid.

2. Install pipes and conduits passing horizontally through masonry partitions.

3. Place pipes and conduits passing horizontally through piers, pilasters, or columns.

4. Place horizontal pipes and conduits in and parallel to plane of walls.

5. Install and secure connectors, flashing, weep holes, weep vents, nailing blocks, and other accessories.

6. Install movement joints.

7. Do not embed aluminum conduits, pipes, and accessories.

8. Conduits and pipes shall not be embedded in grouted cells with vertical or horizontal reinforcement without prior written approval of Design

Professional.

9. Do not cut, bend or displace the reinforcement to facilitate placement of embedded items.

10. Maintain minimum clear cover between embedded items and reinforcement.

D. Bracing of CMU:

1. Bracing and shoring to be designed by the Contractor’s engineer. The need for bracing and shoring is to be determined by the Contractor’s engineer.

2. Design, provide, and install bracing that will assure stability of CMU during construction.

3. Construction equipment shall not be laterally braced to masonry unit walls without prior written approval from the Design Professional.

E. Site Tolerances:

1. Erect CMU within the following tolerances from the specified dimensions. If specified tolerances cannot be met due to previous construction, notify the Design Professional in writing.

2. Dimension of elements:

a) In cross-section or elevation: -1/4” (6.4 mm), + 1/2" (12.7 mm)

b) Mortar joint thickness: +/- 1/8” (3.2 mm).

c) Grout space or cavity width: -1/4” (6.4 mm), + 3/8” (9.5 mm).

3. Elements:

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a) Variation from level:

i. Bed joints and top surface of load bearing walls: +/- 1/4"

(6.4 mm) in 10’-0” (3.05 m), +/- 1/2" (12.7 mm) maximum.

b) Variation from plumb and true to a line: +/- 1/4" (6.4 mm) in 10’-0”

(3.05 m), +/- 3/8” (9.5 mm) in 20’-0” (6.1 m), +/- 1/2" (12.7 mm) maximum.

c) Alignment of columns and walls (bottom versus top):

i. Load bearing walls and columns: +/- 1/2" (12.7 mm).

ii. Non-bearing walls: +/- 3/4" (19.1 mm).

4. Location of elements:

a) Indicated in plan: +/- 1/2” (12.7 mm) in 20’-0” (6.1 m), +/- 3/4" (19.1

mm) maximum.

b) Indicated in elevation: +/- 1/4" (6.4 mm) in story height, +/- 3/4"

(19.1 mm) maximum.

3.4 CONTRACTION (CONTROL) JOINTS:

A. Install contraction (control) joints at locations indicated on the drawings in all masonry walls. Nonstructural reinforcement, such as horizontal joint reinforcement, shall not be continuous through contraction (control) joints.

Structural reinforcement, such as bond beam reinforcement, shall be continuous through contraction (control) joints.

3.5 REINFORCEMENT, TIES, AND ANCHOR INSTALLATION:

A. General:

1. Place reinforcement and anchors in accordance with sizes, types and locations indicated in the drawings.

2. Do not place dissimilar metals in contact with each other.

3. Place all reinforcement and embedded items prior to grouting.

B. Reinforcement Bars:

1. Support reinforcement to prevent displacement caused by construction loads or by placement of grout or mortar beyond allowable tolerances.

2. Completely embed all reinforcement bars and dowels in grout.

3. Clear distance between reinforcement and concrete masonry unit or mortar protrusion into cell shall be 1/2” (12.7 mm) minimum for course grout and 1/4” (6.4 mm) minimum for fine grout.

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4. Clear cover of reinforcement shall be in accordance with Structural Drawings with the following minimums:

a) Masonry face exposed to earth or weather:

i. Bars #5 and smaller: 1-1/2” (38.1 mm)

ii. Bars larger than #5: 2” (50.8 mm)

b) Masonry not exposed to earth or weather:

i. All bar sizes: 1-1/2” (38.1 mm)

5. Maintain a minimum clear distance between parallel bars of (1) bar diameter or 1” (25.4 mm) whichever is greater. Where size of parallel bars varies, bar diameter used to determine minimum clear spacing shall be that of the larger bar.

6. In columns and pilasters, maintain minimum clear distance between vertical bars of one and one-half times the nominal bar size or 1-1/2” (38.1 mm), whichever is greater.

7. Splice bars as indicated in the drawings.

8. Do not bend reinforcement after it is embedded in grout.

9. Position bars spliced by noncontact lap splice no farther apart transversely than one-fifth the required lap length nor more than 8” (203.2 mm).

10. Horizontal bars that are lap spliced may be stacked vertically to ease grout placement.

11. Splices shall not cross cold joints in grout.

C. Joint Reinforcement:

1. Place joint reinforcement so that longitudinal wires are embedded in mortar with a minimum cover of 5/8” (15.9 mm) when exposed to weather or earth.

Provide 1/2” (12.7 mm) clear cover elsewhere.

2. Provide minimum 6” (152.4 mm) lap splices.

3. Ensure that all ends of longitudinal wires of joint reinforcement at laps are embedded in mortar or grout.

4. Space joint reinforcement not more than 16” (406.4 mm) on center.

D. Reinforcement Placement Tolerances:

1. Place reinforcement bars in walls and flexural elements masonry unit within the following tolerances when the distance from the centerline of bars to the opposite face of masonry is as follows:

a) Equal to 8” (203 mm) or less: +/- 1/2" (12.7 mm).

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b) Less than 24” (610 mm) and greater than 8” (203 mm): +/- 1” (25.4 mm).

c) Greater than 24” (610 mm): +/- 1-1/4” (31.8 mm).

2. Place vertical bars within the following tolerances along the length of the wall when the wall segment length is as follows:

a) Equal to 24” (610 mm) or less: +/- 1” (25.4 mm) of required location.

b) Greater than 24” (610 mm): +/- 2” (50.8 mm).

3. If it is necessary to move bars more than one bar diameter or a distance exceeding the tolerance stated above to avoid interference with other reinforcement, conduits, or other embedded items, notify the Design

Professional in writing.

4. Foundation dowels that interfere with webs of CMU may be bent to a maximum of 1” (25.4 mm) horizontally for every 6” (152.4 mm) of vertical height.

a) It is acceptable to remove a portion of the web to accommodate a bent dowel as long as the dowel is fully encapsulated in grout and masonry cover is maintained.

E. Anchor Rods:

1. Anchor rods shall be embedded in grout.

2. Place anchor rods prior to grouting. Anchor rods shall not be forced into previously poured grout.

3. Maintain minimum masonry cover between anchor rods and masonry inside cells of CMU.

4. For anchor rods placed through a face shell:

a) The rods may fit tight to the hole drilled through the face shell.

b) If the hole drilled through the face shell is of a larger diameter than the rod, minimum masonry cover must be provided between the rod and the edge of the hole.

3.6 GROUT PLACEMENT:

A. General:

1. Place grout within 1-1/2 hours from introducing water in the mixture and prior to initial set.

a) Discard site-mixed grout that does not meet the specified slump without adding water after initial mixing.

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2. For ready-mixed grout:

a) Addition of water is permitted at the time of discharge to adjust slump.

b) Discard ready-mixed grout that does not meet the specified slump without adding water, other than the water that was added at the time of discharge.

c) The time limitation is waived as long as the ready-mixed grout meets the specified slump.

3. Confinement: Confine grout to the areas indicated on the drawings. Use material to confine grout that permits bond between masonry units and mortar.

4. Ensure grout flows into voids and completely surrounds reinforcement steel, anchor rods, and embedded items.

5. Grout from inside face of masonry where possible.

6. Do not wet grout spaces prior to grouting.

7. The contractor shall ensure that the masonry has sufficiently cured so that grouting operations will not displace units.

a) Reinforcement steel shall be in place prior to grouting.

Reinforcement shall not be forced into previously poured grout.

B. Grout Pour Height:

1. For conventional and self-consolidating grout, do not exceed the maximum grout pour height given in Table 7 of the TMS 602.

C. Grout Lift Height:

1. Conventional Grout Lift Height:

a) Where the following conditions are met, place grout in lifts not exceeding 12’-8” (3.86 m):

i. The masonry has cured for at least 4 hours.

ii. The grout slump is maintained between 10” (254 mm) to

11” (279.4 mm)

iii. No bond beams are placed between the top and the bottom of the pour height.

iv. No intermediate reinforced bond beams are placed between the top and bottom of the pour height.

v. Cleanouts are provided in the bottom course of the masonry.

b) When the above conditions are not met, place grout in lifts not

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Section 04 22 00 – Page 21 of 25 exceeding 5’-4” (1.63 m).

2. Self-Consolidating Grout Lift Height:

a) When placed in masonry that has cured for at least 4 hours, place in lifts not exceeding the grout pour height.

b) When placed in masonry that has not cured for at least 4 hours, place in lifts not exceeding 5’-4” (1.63 m) or the grout pour height, whichever is less.

3. Consolidation:

a) Consolidate grout at the time of placement.

b) For conventional grout pours of 12” (304.8 mm) or less in height:

i. Consolidate grout at time of placement by mechanical vibration or by puddling.

c) For conventional grout pours exceeding 12” (304.8 mm) in height:

i. Consolidate each lift of grout at time of placement by mechanical vibration.

ii. Reconsolidate by mechanical vibration after initial water loss and settlement has occurred but not more than 30 minutes after initial consolidation.

d) Mechanical vibration shall be performed with a low velocity vibrator with 3/4” (19.1 mm) diameter head.

i. Vibrate each grouted cell for partially grouted walls or alternate cells for fully grouted walls.

ii. Vibrate at intervals of 16” (406.4 mm) when grouting between wythes.

iii. Extend vibrator into lift the lesser of 8’-0” (2.4 m) or full depth of lift.

e) Consolidation and reconsolidation is not required for self-consolidating grout.

4. Grout Keys:

a) When grouting, form grout keys between grout pours. Form grout keys between grout lifts when the first lift is permitted to set prior to placement of the subsequent lift.

i. Form a grout key by terminating the grout a minimum of 1-

1/2” (38.1 mm) below a mortar joint.

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ii. Do not form keys within beams.

iii. At beams or lintels laid with closed bottom units, terminate the grout pour at the bottom of the beam or lintel without forming a grout key.

D. Post Installed Anchors:

1. Conform to all manufacturer requirements for preparation and installation.

E. Cold-Weather Placement:

1. When ambient air temperature is below 40°F, implement approved cold-weather procedures and comply with the following provisions:

a) Do not lay masonry units having either a temperature below

20°F or containing frozen moisture, visible ice or snow on the surface.

b) Do not build on frozen substrates. Remove visible ice and snow from the top surface of existing foundations and masonry to receive new construction. Heat these surfaces above freezing using methods that do not result in damage.

c) Do not heat water or aggregates use in mortar or grout above 140°F.

d) Comply with additional cold-weather requirements contained in

TMS 602.

e) Remove and replace CMU that are damaged by frost or freezing conditions.

F. Hot Weather Placement:

1. When ambient air temperature exceeds 100°F or 90°F with a wind velocity greater than 8 mph, or when hot weather conditions exist that would impair quality and strength of concrete masonry unit, comply with the following provisions:

a) Mixing water may be chilled, or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water.

b) Comply with additional hot-weather requirements contained in TMS 602.

3.7 PROTECTION

A. Normal Conditions:

1. Protection of Masonry:

a) During construction, cover top of walls, projections, and sills with waterproof sheeting at end of each day’s work.

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b) Cover partially completed masonry when construction is not in progress.

c) Waterproof sheeting shall extend 24” (610 mm) minimum down each side of wall and be held securely in place.

2. Stain Prevention:

a) Prevent grout and mortar and soil from staining the face of CMU to be left exposed or painted.

b) Remove grout, mortar and soil that come in contact with such masonry.

3. Do not apply uniform or concentrated loads to CMU walls, pilasters or columns for at least three days after completion.

4. Remove misplaced grout or mortar immediately.

5. Protect sills, ledges, offsets and similar items from mortar dripping or other damage during construction.

6. Protect surrounding work as required against damage from masonry work.

B. Cold-Weather Protection:

1. When concrete masonry unit is placed under conditions of cold weather placement, take additional precautions as specified in TMS 602 when curing, monitoring and protecting the masonry.

C. Hot-Weather Protection:

1. When concrete masonry unit is placed under conditions of hot weather placement, take additional precautions as specified in in

TMS 602 and as specified when curing, monitoring and protecting the masonry.

a) Hot weather protection is required if hot weather conditions occur within a 24-hour period after completion of concrete masonry unit placement.

3.8 POINTING AND CLEANING

A. Point holes or defective mortar joints upon completion of work. Where necessary, cut out and re-point defective joints.

B. In-Progress Cleaning:

1. Hand clean masonry unit by brushing to remove mortar splotches from walls after initial set. Do not use steel wire brushes.

2. Excess mortar should be periodically removed from scaffolding.

3. Grout spills should be removed immediately by washing and brushing.

4. The base of wall should be protected from splashing mud and mortar and

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Section 04 22 00 – Page 24 of 25 grout droppings by spreading plastic sheets 3’-0” (0.91 m) to 4’-0” (1.22 m) the ground adjacent to the wall and 2’-0” (0.61 m) to 3’-0” (0.91 m) up the face of the wall.

C. Final Cleaning:

1. Ensure mortar joints have cured prior to beginning cleaning.

2. Adjacent work or landscaping should be adequately protected so as to not be damaged by cleaning methods.

3. Test cleaning methods on an inconspicuous sample wall panel. Leave one-half of panel uncleaned for comparison purposes. Observe panel from a distance of 20’-0” (6.1 m) under diffused lighting to evaluate the results.

4. All masonry surfaces shall be cleaned by the same methods to produce a uniform appearance. Avoid overlapping of areas being cleaned.

5. Brushing should be done with a dry, stiff-bristled brush. Do not use steel wire brushes.

6. Approved cleaning methods:

a) Hand cleaning by brushing

b) Water cleaning

i. Remove mortar, grout and dirt by brushing.

ii. Soak wall with water and scrub with a mild detergent that will not alter the appearance of the masonry units.

iii. Rinse walls with water.

iv. Do not use more water than required.

D. Waste Disposal:

1. Upon completion of work, remove from site surplus materials, rubbish and debris resulting from concrete masonry unit work.

3.9 EVALUATION AND ACCEPTANCE OF CMU

A. If, at any time during construction, the mortar or grout resulting from the approved mix design deviates from Specification requirements for any reason, such as lack of workability, or insufficient strength, the Contractor shall have his laboratory verify the deficiency and modify the mix design, until the specified mortar or grout is obtained. Modified mix to be submitted for approval per Part 1 - SUBMITTALS.

3.10 CORRECTIVE MEASURES

A. Where the Contractor requests that the Design Professionals develop the corrective actions or review corrective actions developed by others, the Design

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Professional shall be compensated as outlined in Part 3 – CORRECTIVE

MEASURES section of Specification 033000.

End of Section

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COLD-FORMED METAL FRAMING

Section 05 40 00 – Page 1 of 16

Section 05 40 00

PART 1 - GENERAL

1.1 SUMMARY

A. Design, engineer, furnish and install metal framing and support system for the following applications:

1. Load bearing formed steel stud exterior wall and parapet framing.

2. Framing for exterior soffits and ceilings.

3. Formed steel joists, purlins.

4. Interior wall framing at double-height spaces, and as additionally indicated.

5. Support framing for mock-ups.

6. Metal plate blocking in conjunction with framing of this Section 05 40 00.

7. Include all connections, bracing, bridging and accessories.

B. Furnish the following products to be installed under the designated Sections:

1. Placement of anchors securing the work of this section: Section 03 30

00 - CAST-IN-PLACE CONCRETE.

2. Placement of anchors securing the work of this section: Section 04 22

00 – CONCRETE UNIT MASONRY.

1.2 RELATED REQUIREMENTS

A. Section 01 74 19 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL: Procedural and administrative requirements relating to waste management program and waste diversion reporting.

B. Section 01 81 13 - SUSTAINABLE DESIGN REQUIREMENTS: Special administrative and procedural requirements related to Florida Green Building Coalition

(FGBC) High- Rise Residential Building Standard certification process.

C. Section 06 10 00 - ROUGH CARPENTRY: Wood blocking and curbing.

D. Section 07 21 00 - THERMAL INSULATION: Insulation within framing members.

E. Section 07 92 00 - JOINT SEALANTS.

F. Section 09 22 16 - NON-STRUCTURAL METAL FRAMING: Light weight, non-load bearing metal stud framing.

1.3 REFERENCES

A. Referenced Standards: Comply with applicable requirements of the following standards and those others referenced in this Section, under the provisions of Section 01 42 00 - REFERENCES. The standards referenced herein are

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Section 05 40 00 – Page 2 of 16 included to establish recognized minimum quality only. Where these standards conflict with other specified requirements, the most restrictive requirements shall govern. Equivalent quality and testing standards will be acceptable, subject to their timely submission, review and acceptance by the

Architect.

1. AISI S211 – North American Standard for Cold-Formed Steel Framing, Wall Stud Design.

2. AISI S212 - North American Standard for Cold-Formed Steel Framing, Header Design.

3. AISI S213 - North American Standard for Cold-Formed Steel Framing, Lateral Design.

4. AISI S902-02, Stub-Column Test Method for Effective Area of Cold-

Formed Steel Columns, American Iron and Steel Institute, Washington, DC.

5. AISI S905-02, Test Methods for Mechanically Fastened Cold-Formed

Steel Connections, American Iron and Steel Institute, Washington, DC.

6. ANSI - Cold-Formed Steel Design Manual.

7. ASTM A123/A123M - Standard Specification for Zinc Coatings on Iron and Steel Products.

8. ASTM A645/A645M - Standard Specification for Steel Sheet, Pressure

Vessel Plates, Five Percent Nickel Alloy Steel, Specially Heat Treated.

9. ASTM A 653/A653M - Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the

Hot-Dip Process

10. ASTM A780/A780M – Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings.

11. ASTM A1003/A1003M - Standard Specification for Steel Sheet, Carbon, Metallic- and Nonmetallic-Coated for Cold-Formed

Framing Members.

12. ASTM A1008/A1008M – Standard Specification for Steel, Sheet, Cold-

Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-

Alloy with Improved Formability, Required Hardness, Solution Hardened, and Bake Hardenable.

13. ASTM A1011/A1011M - Standard Specification for Steel, Sheet and

Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-

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Strength Low-Alloy with Improved Formability, and Ultra-High Strength.

14. ASTM C 955 Standard Specification for Cold-Formed Steel

Structural Framing.

15. ASTM C1007 - Standard Specification for Installation of Load

Bearing (Transverse and Axial) Steel Studs and Related

Accessories.

16. ASTM C1513 - Standard Specification for Steel Tapping Screws for

Cold- Formed Steel Framing Connections

17. ASTM D520 – Standard Specification for Zinc Dust Pigment.

18. ASTM E1886 - Standard Test Method for Performance of Exterior

Windows, Curtain Walls, Doors, and Impact Protective Systems Impacted by Missile(s) and Exposed to Cyclic Pressure Differentials.

19. ASTM E1996 - Standard Specification for Performance of Exterior

Windows, Curtain Walls, Doors, and Impact Protective Systems Impacted by Windborne Debris in Hurricanes.

20. ASTM F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.

21. ASTM G90 - Standard Practice for Performing Accelerated

Outdoor Weathering of Materials Using Concentrated Natural

Sunlight.

22. AWCI: Specifications Guide for Cold Formed Steel Structural Members.

23. AWS A 2.0 - Standard Welding Symbols.

24. AWS D 1.3 - Light Steel Welding Code.

25. SSPC Steel Structures Painting Manual.

26. SSMA: Cold Formed Steel Details.

B. Inclusionary References: The following reference materials are hereby made a part of this Section by reference thereto:

1. AISI S100 – North American Specification for the Design of Cold-

Formed Steel Structural Members.

2. ANSI S200 –…