A06_Div_Specification__2-49_44038573.pdf

VOLUME 2 OF 2

FOSU – 316098 TABLE OF CONTENTS - 1

TABLE OF CONTENTS

DIVISION, SECTION & PARAGRAPH NUMBERING

The numbering and lettering of sections and paragraphs in this Project Manual are merely for identification.

Sections included are listed in this Table of Contents together with the number of pages in each section.

The Contractor shall check their copies of the Project Manual against this Table of Contents and confirm there are no missing pages or sections.

NUMBER TITLE NO. OF PAGES

00 01 10 Table of Contents

DIVISION 02 – EXISTING CONDITIONS

02 05 00 General Site Construction Requirements 02 41 00 Demolition & Abandonment

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 05 14 00 Louvers and Vents 05 43 00 Slotted Channel Framing 05 50 00 Metal Fabrications

DIVISION 07 – THERMAL MOISTURE & PROTECTION

07 15 00 Sheet Metal Water Proofing 07 21 13 Fiberglass Batt Insulation 07 84 00 Firestopping 07 90 00 Joint Sealers

DIVISION 09 – FINISHES

09 29 00 Gypsum Board Assemblies 09 51 10 Suspended Acoustical Ceilings 09 90 00 Paints & Coatings

DIVISION 23 – HEATING, VENTILATING, & AIR CONDITIONING (HVAC)

23 01 30.51 HVAC Air Duct Cleaning 23 01 60.71 Refrigerant Recovery/Recycling 23 05 00 Common Work Results for HVAC 23 05 05 Selective Demolition for HVAC 23 05 13 Common Motor Requirements for HVAC Equipment 23 05 23 General Duty Valves for HVAC Piping

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23 05 29 Hangers & Supports for HVAC Piping & Equipment 23 05 33 Heat Tracing for HVAC Piping 23 05 48 Vibration & Seismic Controls for HVAC 23 05 53 Identification for HVAC Piping & Equipment 23 05 93 Testing, Adjusting, & Balancing for HVAC 23 07 00 HVAC Insulation 23 07 13 Ductwork Insulation 23 07 19 HVAC Piping Insulation 23 08 00 Commissioning of HVAC 23 09 13 Instrumentation & Control Devices for HVAC 23 09 23 Direct Digital Control Systems for HVAC 23 11 23 Facility Natural Gas Piping 23 21 13 Hydronic Piping 23 21 16 Hydronic Piping Specialties 23 21 23 Hydronic Pumps 23 25 00 HVAC Water Treatment 23 31 00 HVAC Ducts & Casings 23 31 13 Metal Ducts 23 31 13.19 Metal Duct Fittings 23 33 00 Air Duct Accessories 23 34 23 HVAC Power Ventilators 23 36 16 Variable Air Volume Units 23 37 00 Air Outlets & Inlets 23 51 23 Gas Vents 23 52 16 Condensing Boilers 23 64 16.13 Air-Cooled Centrifugal Water Chillers 23 73 00 Indoor Central-Station Air Handling Units 23 84 16 Mechanical Dehumidification Units

DIVISION 26 – ELECTRICAL

26 00 00 Electrical General Requirements 26 05 00 Common Work Results for Electrical 26 05 19 Low Volt Electrical Power Conductors & Cables 23 05 23 Control Voltage Electrical Cables 26 05 26 Grounding & Bonding for Electrical Systems 26 05 29 Hangers & Supports for Electrical Systems 26 05 33 Raceways & Boxes for Electrical Systems 26 05 48 Vibration & Seismic Requirements for Electrical Systems 26 05 53 Identification for Electrical Systems 26 27 26 Wiring Devices 26 28 13 Fuses 26 28 16 Enclosed Switches & Circuit Breakers 26 29 23 Variable-Frequency Motor Controllers

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DIVISION 31 – EARTHWORK

31 10 00 Site Clearing 31 22 13 Rough Grading 31 22 19 Finish Grading 31 23 00 Excavation & Fill 31 23 33.20 Restoration of Surfaces 31 25 00 Soil Erosion & Sediment Control

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Courses

See Specifications Volume 1 for required Division 01 work.

DIVISION 02

EXISTING CONDITIONS

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GENERAL SITE CONSTRUCTION REQUIREMENTS

SECTION 02 05 00

PART 1 - GENERAL

1.1 DESCRIPTION

A. The work of this Section includes the general procedures and requirements for Site Work.

PART 2 - PRODUCTS - NOT USED.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Site Verification of Conditions

1. Contractor shall perform necessary potholing or locating of underground utilities and services. Perform minor, investigative excavations to verify location of various existing underground facilities at sufficient locations to assure that no conflict with the proposed work exists and sufficient clearance is available to avoid damage to existing facilities.

2. Upon discovery of conflicts or problems with existing facilities or construction documents, notify Contracting Officer within 24 hours.

3. Existing mapping may be used to approximate locations of existing utilities. Contractor is responsible for determining actual locations of all utilities.

3.2 PREPARATION

A. Protection

1. Spillage -

a. Avoid spillage by covering and securing loads when hauling on or adjacent to public streets or highways.

b. Remove spillage and sweep, wash, or otherwise clean project, streets, and highways.

2. Dust Control: See Division 01 Section 01 57 23.

3. Sediment & Erosion Control: See Division 01 Section 01 57 23.

4. Existing Plants and Features: Do not damage tops, trunks, and roots of existing trees and shrubs on site which are intended to remain. Do not use heavy equipment within branch spread. Interfering branches may be removed only with permission of Contracting

Officer. Do not damage other plants and features which are to remain.

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3.3 REPAIR / RESTORATION - NOT USED.

3.4 FIELD QUALITY CONTROL

A. Notify Contracting Officer 48 hours before performing excavation or fill work.

B. If work has been interrupted by weather, scheduling, or other reason, notify Contracting Officer

24 hours minimum prior to intended resumption of grading or compacting.

C. NPS reserves right to require additional testing to re-affirm suitability of completed work including compacted soils which have been exposed to adverse weather conditions.

END OF SECTION

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DEMOLITION & ABANDONMENT

SECTION 02 41 00

1.1 DESCRIPTION

A. The work of this Section includes all demolition, removal, salvage and disposal of existing structures, piping, pavement and other miscellaneous materials.

1.2 SUBMITTALS

A. As specified in Division 01 Section 01 33 23 “Submittal Procedures.”

B. Certifications and Testing consistent with Division 01 Section 01 33 23 “Submittal Procedures” and including:

1. Permit for transport and disposal of debris.

2. Proposed method of demolition, proposed schedule, sequence of work, and proposed method and schedule for removing, maintaining, and re-establishing facilities and utilities prior to scheduling the preconstruction meeting.

1.3 SITE CONDITIONS

A. Protection

1. Erect barriers, fences, guardrails, enclosures, chutes, and shoring around all construction activities to protect personnel, structures, and utilities remaining intact.

2. Protect designated trees and plants from damage.

B. Maintaining Traffic

1. Assure minimum interference with roads, streets, driveways, sidewalks, and adjacent facilities.

C. Utility Lines and Services

1. Keep existing structures to remain and adjacent structures intact and in operation.

2. Obtain permission to disrupt any utilities or services temporarily or permanently.

3. Coordinate with utility company for disconnecting existing service on structures to be demolished.

4. Coordinate with Park for services to be disconnected and schedule with utility company.

Schedule and coordinate with Park and utility company far enough in advance so as to not delay work.

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D. Prior to demolishing a utility or facility, notify the Contracting Officer 3 days in advance, and plan the demolition such that the demolition will not create an unsafe condition or interfere with ongoing operations.

E. Where demolition must occur in such a sequence that a portion of this facility must remain operational, coordinate this aspect with the Contracting Officer.

F. Do not burn waste material. All organic material removed from the construction area must be properly chipped and recycled or removed from the Park and properly disposed.

G. Provide adequate fire protection. Keep area clear of hazardous substances and debris.

H. Maintain access to exits at all time.

I. Separate demolition area from building to remain with temporary dustproof partitions.

J. Provide temporary weather protection to prevent damage to structure and interior area.

K. Explosives are not permitted.

PART 2 - PRODUCTS

2.1 BACKFILL MATERIALS

A. Native soils, stone, gravel, or sand, free from debris, frozen materials, and roots and other organic matter may be used for backfill of demolition areas that are not designated for new construction. Pieces of concrete and masonry smaller than 1 square foot and suitably shaped for compaction may be used in backfill more than 1 foot below finished grade. Restrictions to

Backfill:

B. See Section 01 11 00 – Summary of Work; Subsection 1.4.C Preservation of Natural Features

Item 4.

A. Verify that areas to be demolished are unoccupied and discontinued in use.

B. Do not commence work until conditions are acceptable to Contracting Officer

A. Arrange for and verify termination of utility services to include capping lines.

B. Remove items scheduled to be salvaged and place in designated storage area.

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3.3 DEMOLITION/ABANDONMENT

A. All debris from demolition and abandonment shall be removed off the Park and disposed of in a legal manner. Any material which the Contracting Officer may wish to save or reuse shall be stored per the Contracting Officer direction.

B. General

1. Dampen debris and use temporary enclosures as necessary to control dust.

2. Do not use water to the extent it causes flooding, contaminated runoff, or icing.

3. Break concrete and masonry into sections less than 3 feet in any dimension and dispose of off-site.

4. Repair damage to adjacent structures.

5. Make neat saw cuts around areas of concrete to be removed, where remaining concrete is to be incorporated into new work.

6. Remove existing exposed piping to the extent shown on the Drawings.

7. Remove buried piping to the extent shown on the Drawings.

8. All equipment to be removed or replaced shall be done so in a safe manner and such that the equipment and any associated piping or wiring is not damaged.

9. All debris from demolition and abandonment shall be removed off the Park and disposed of in a legal manner. Any material which the Contracting Officer may wish to salvage shall be cleaned and stored per the Contracting Officer’s direction and requirements of this specification.

3.4 HAZARDOUS MATERIALS

A. If suspected hazardous materials are encountered during demolition of existing facilities, all work is to be stopped immediately and the Contracting Officer is to be immediately notified.

3.5 DISPOSAL

A. Place demolition debris in debris boxes onsite for weekly removal.

B. Dispose of unsuitable and excess material off-site. Contractor shall recycle all recyclable demolished materials. Contractor shall submit names and contact information for proposed recyclers to the Contracting Officer prior to beginning demolition. Only materials not suitable for recycling shall be disposed of in a land fill.

C. Disposal of demolition material shall be in accordance with all EPA, OSHA, and State requirements for materials disposal.

3.6 SALVAGE

A. Carefully remove items to be salvaged and delivered to Contracting Officer’s storage

1. Store and protect items indicated to be salvaged.

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2. Replace any items damaged through carelessness in removal, storage, or handling with new items of same type.

3. Do not reuse materials or equipment not specifically indicated or specified to be reused.

B. Preparation of Equipment for Storage

1. Identify each component with markings or tags to show its position in the assembly and the assembly of which it belongs.

2. Place small parts in wooden boxes and clearly mark contents on the outside.

3. Thoroughly clean and dry equipment.

4. Coat unpainted surfaces with 2 coats of rust-preventive compound.

5. Attach unit to suitable crate bottom.

6. Enclose unit in polyethylene film and seal all seams and the film to the base of the unit with tape.

7. Construct crate of wooden slats around top and sides of unit.

8. Attach permanent instruction tag to outside of crate stating, “This unit has been prepared for storage.”

DIVISION 05

METALS

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STRUCTURAL STEEL FRAMING

SECTION 05 12 00

PART 1 – GENERAL

1.1 SUMMARY

A. Related Documents:

1. Drawings and general provisions of the Subcontract apply to this Section.

2. Review these documents for coordination with additional requirements and information that apply to work under this Section.

B. Section Includes:

1. Structural steel framing members, support members, bracing members and connections.

2. Base plates, leveling plates, anchor bolts, leveling nuts, shear stud connectors, deformed bars welded to structural steel, and bolts.

3. Verification of anchor bolt setting and levels to assure adequate fit of the steel work.

C. Related Sections:

1. Division 01 Section "General Requirements."

2. Division 01 Requirements "Construction Waste Management".

3. Division 05 Section “Metal Fabrications”

1.2 REFERENCES

A. General:

1. The following documents form part of the Specifications to the extent stated. Where differences exist between codes and standards, the one affording the greatest protection shall apply.

2. Unless otherwise noted, the referenced standard edition is the current one at the time of commencement of the Work.

3. Refer to Division 01 Section "General Requirements" for the list of applicable regulatory requirements.

B. Federal Specifications:

1. FF-B-56IC - Bolts, (Screw), Lag

2. FF-B-588C (1) - Bolt, Toggle; and Expansion Sleeve, Screw

3. FF-S-92B (1) - Screw, Machine; Slotted, Cross-recessed or Hexagonal Head

4. FF-W-84A (3) - Washer, Lock (Spring)

5. FF-W-92A (1) - Washer, Flat (Plain)

C. RR-G-66ID - Grating; Metal, Bar Type (Floor, Except for Naval Vessels)

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D. ASTM International:

1. ASTM A27 / A27M Standard Specification for Steel Castings, Carbon, for General

Application

2. ASTM A47 / A47M Standard Specification for Ferritic Malleable Iron Castings

3. ASTM A53 / A53M Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded and Seamless

4. ASTM A108 Standard Specification for Steel Bar, Carbon and Alloy, Cold-

Finished

5. ASTM A123 / A123M Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

6. ASTM A153 / A153M Standard Specification for Zinc Coating (Hot-Dip) on Iron and

Steel Hardware

7. ASTM A283 / A283M Standard Specification for Low and Intermediate Tensile Strength

Carbon Steel Plates

8. ASTM A307 Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI

Tensile Strength

9. ASTM A325 Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

10. ASTM A385 Practice for Providing High-Quality Zinc Coatings (Hot-Dip)

11. ASTM A490 Standard Specification for Structural Bolts, Alloy Steel, Heat

Treated, 150 ksi Minimum Tensile Strength

12. ASTM A500 / A500M Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes

13. ASTM A525 General Requirements for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process

14. ASTM A36 / A36M Standard Specification for Carbon Structural Steel

15. ASTM A572 / A572M Standard Specification for High-Strength Low-Alloy

Columbium-Vanadium Structural Steel

16. ASTM A780 Standard Practice for Repair of Damaged and Uncoated Areas of

Hot-Dip Galvanized Coatings

17. ASTM A992 / A992M Standard Specification for Structural Steel Shapes

18. ASTM D2092 Recommended Practices for Preparation of Zinc-Coated Steel

Surfaces for Painting

19. ASTM F1554 Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi

Yield Strength

E. American Welding Society:

1. AWS D1.1 - Structural Welding Code

F. American Institute of Steel Construction (AISC):

1. AISC 303 – Code of Standard Practice for Steel Buildings and Bridges except the following shall be added to 3.1 (f): Horizontal and vertical dimensions may not be shown entirely on the Structural Drawings.

2. AISC 340 - Seismic Provisions for Structural Steel Buildings, Including Supplement 1

3. AISC 358 – Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications

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4. AISC 360 – Specification for Structural Steel Buildings

5. AISC -Steel Construction Manual

6. RCSC -Research Council on Structural Connections "Specification for Structural Joints

Using ASTM A 325 or A 490 Bolts

G. Federal Emergency Management Agency (FEMA):

1. FEMA 353 – Recommended Specifications in Quality Assurance for Steel Moment Frame

Construction in Seismic Applications

H. Steel Structures Painting Council (SSPC):

1. SSPC – SP No. 6, Commercial Sand Blasting

1.3 SUBMITTALS

A. Submit under provisions of Division 01 Section "General Requirements."

B. Shop drawings for structural steel fabrications shall be submitted for review prior to fabrication.

Examples include, but are not limited to:

1. Complete fabrication and erection plans and procedures giving full information on aspects of the erection which will affect alignment, plumb and dimensional accuracy of the structure.

2. Connections including size and spacing of bolts and welds.

3. Indicate profiles, sizes, spacing, and locations of structural members, openings, camber, and attachments. Indicate welded connections with AWS welding symbols. Indicate net weld lengths. Details of welding materials, equipment, sequence and technique to be used.

Shop and erection details incorporating seismic critical welds shall include explicit references to corresponding weld procedure specifications.

4. The Subcontractor shall survey, review and confirm as-built conditions prior to developing shop drawings. Field modifications to suit as-built conditions shall be at the

Subcontractor’s expense.

C. Welding Procedure Specifications: Subcontractor shall submit welding procedure specifications

(WPS) for each shop and field welding joint type and process to the Contract Officer

Representative for review.

1. The WPS shall be prepared and signed by a welding professional whose qualifications include a minimum of 5 years’ experience with the welding technologies proposed.

2. The WPS shall include, at a minimum, the information specified in AWS 01.1, Section 3 and the supplemental provisions of Annex H.

3. Prequalified WPS may be used provided they meet the requirements of AWS D1.1, Section

3 for prequalified welds.

4. Any single deviation from the AWS 01.1 requirements for prequalified welds shall necessitate qualification by test per AWS 01.1, Section 4. WPS that are qualified by testing shall conform the additional requirements of AWS 01.1, Annex IV and shall include the corresponding Procedure Qualification Records (PQRs).

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5. WPS for seismic critical welds shall conform to the additional requirements of AWS D1.8, Section 6.1.

D. Welder Performance Qualification Records (WPQR): Subcontractor shall submit WPQR for each shop and field welder to the University's Testing Agency for review.

E. Welders' Certificates: Documentation certifying each welder employed on the work meets AWS qualifications.

F. Manufacturer's Certificate: Submit certification that manufactured products (including bolts, nuts and washers) meet or exceed specified requirements. Manufactured products are to be delivered in unopened containers. Certification numbers must appear on product containers for bolts, nuts and washers and the numbers shall correspond to the identification numbers on the Manufacturer's

Certificate. The Manufacturer's symbol and grade markings must appear on bolts, nuts and washers. Submit manufacturer’s certification that structural shapes contain specified percentage recycled material.

G. Product data: Submit certification that manufactured products meet or exceed specified

1. Weld filler material including filler metal Charpy V-Notch test values, electrodes, fluxes and shield gases.

2. Prime paint.

H. Mill Test Reports: Submit mill test reports indicating structural strength, destructive and nondestructive test analysis and chemical analyses from each heat of steel used in the work.

1.4 QUALITY ASSURANCE

A. Fabricate structural steel members in accordance with AISC specifications.

B. Welders shall be qualified in accordance with AWS D1.1 for each process, position, and joint configuration.

C. Maintain one copy of each referenced document on site.

D. Fabricator Qualifications: The Company shall submit written documentation of experience in performing the work of this Section prior to award of the Subcontract.

E. Erector Qualifications: Company with a documented experience in performing the work of this

Section.

F. The design of connections not detailed on the Drawings shall be under the direct supervision of a

Structural Engineer experienced in design of this work and licensed in the State of South Carolina.

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1.5 TESTS AND INSPECTIONS

A. Notification:

1. The Subcontractor shall notify the Contracting Officer Representative of work to be tested and inspected. Notification shall be sufficiently in advance to allow scheduling of tests and inspections, but not less than 24 hours.

2. The Subcontractor shall immediately notify the Project Manager if quality assurance tests and inspection requirements have not been met.

B. Quality Assurance Tests and Inspections:

1. General: Quality assurance tests and inspections shall be the responsibility of the

Subcontractor. The Subcontractor shall retain a testing agency, referred to herein as the

Testing Agency, who shall perform the required tests and inspections, prepare written summary reports of tests and inspections, and review submittals.

2. The Testing Agency shall submit written procedures, qualifications and reports as specified in ANSI/AISC 341, Appendix Q, Section Q4.

3. The Testing Agency shall perform tests and inspections per CBC, Chapter 17 and as follows:

a. Collect and review certified mill analysis reports.

b. Review steel identification per CBC Section 2203.2.

c. Collect and review certificates of conformance. Materials not accompanied by manufacturer certificates shall be tested by the Subcontractor's Testing Agency.

d. Welding Tests and Inspections:

1) Personnel performing welding inspections and nondestructive testing shall meet the minimum qualifications specified in AWS D1.1, Section 6.

2) Personnel performing welding inspections and nondestructive testing on seismic critical welds shall meet the additional qualifications specified in AWS D1.8, Section 7.

3) Review shop and field WPS in accordance with AWS D1.1 and D1.8. 4) Confirm welders, welding foreman, and QC Inspectors have a copy of the approved WPS.

4) Confirm welders, welding foreman and QC inspectors have a copy of the approved

WPS.

5) Review WPQR in accordance with AWS D1.1 and D1.8 for the welds to be performed.

6) Confirm welding equipment settings, voltage and amperage at point of welding.

7) Perform visual inspection of shop and field welds in accordance with ANSI/AISC

341, Appendix Q, Section Q5.1. Inspections for items marked P (Perform) for both

QC and QA inspections shall be the performed by the University's Testing Agency.

Acceptance criteria for visually inspected welds shall be in accordance with AWS

D1.1, Section 6.

8) Perform nondestructive tests (NDT) of shop and field welds in accordance with

ANSI/AISC 341, Appendix Q, Section Q5.2, except as noted below. Provide NDT equipment as required to perform specified tests.

a) Ultrasonic testing (UT) shall conform to AWS D1.8, Section 7.10.

b) The rate of ultrasonic testing on complete joint penetration (CJP) groove welds may be reduced to 25-percent for an individual welder or welding operator after sufficient project experience is demonstrated per Appendix Q, subsection

Q5.2g. However, no reduction in testing frequency shall be permitted for demand critical welds.

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c) Magnetic Particle (MP) testing shall conform to AWS D1.8, Section 7.9.

d) The rate of magnetic particle testing on CJP groove welds may be reduced to

1 O-percent for an individual welder or welding operator after sufficient project experience is demonstrated per Appendix Q, subsection Q5.2h.

However, no reduction in testing frequency shall be permitted for demand critical welds.

e. High-Strength Bolting Tests and Inspections:

1) Sample and test high strength bolts, nuts and washers in accordance with the requirements of the Specification for Structural Joints Using ASTM A 325 or A

490 Bolts.

2) Inspect installation of high strength bolts per ANSI/AISC 341, Appendix Q, Section Q5.3. Inspections for items marked P (Perform) for both QC and QA inspections shall be the performed by the University's Testing Agency.

f. Welded and bolted connections that fail to meet the acceptance criteria specified shall be re-inspected and/or re-tested after corrections have been made by the Subcontractor.

g. Welded Studs: Inspect size, number, placement, and welding of welded studs in accordance with Section 7 of AWS D1.1.

h. The Testing Agency shall review Subcontractor quality control test and inspection reports.

1.6 SUBCONTRACTOR'S ENGINEERING SERVICES

A. General: Where engineering services are required herein, the Subcontractor shall retain a

Structural Engineer registered in the State of South Carolina, referred to herein as the

Subcontractor's Engineer.

1. Where explicitly allowed, a Civil Engineer registered in the State of South Carolina is acceptable as the Subcontractor's Engineer.

2. Documents prepared by the Subcontractor's Engineer shall be stamped and signed.

B. Shoring: The Subcontractor's Engineer shall design, detail, inspect, and provide scheduled procedures for shoring of composite steel framing where needed, The design shall conform to the applicable Federal, State and local requirements, Drawings shall include detailed procedures and schedules for installation, sequencing and removal of shoring.

1.7 FIELD MEASUREMENTS

A. Verify that field measurements are as indicated on the Shop Drawings.

2.1 MATERIALS

A. Plate, bars and channels: ASTM A36 unless otherwise noted in the drawings.

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B. Bolts and Nuts: Bolts in structural steel connections shall be ASTM A325 unless designated as

A490 on the drawings. Nuts shall be ASTM A563 Grade C or DH. Patented, high strength steel connectors conforming to ASTM F1852 must be submitted for approval by the University and will not be permitted at slip critical bolted connections. Where galvanized connectors are called for on the drawings, they shall be galvanized in accordance with ASTM A153. Bolts conforming

ASTM A307 and nuts conforming to ASTM A563 may be used in stair, handrail, miscellaneous steel, and timber connections.

C. Washers shall be flat and either circular, square, or rectangular conforming to ASTM F436 Type

1. The finish of washers is to match the nut. A325 bolts shall have washers under the head and

A490 bolts shall have hardened washers under the head and the nut.

D. Welding Materials: Filler metals shall conform to Table 4.1 of AWS D1.1. Electrodes and equipment settings shall be as recommended by the filler metal manufacturer for the position, thickness and conditions of use. electrodes and filler metal shall be low hydrogen types. FCAW wire diameter shall not exceed the values in Section 4.14.1 of AWS D1.1. In addition, filler metal for Seismic Critical Welds shall be capable of producing welds with Charpy V-Notch test values conforming to the AISC 341.

E. Sliding Bearing Plates: Teflon coated.

F. Shop and Touch-Up Primer: Tnemic Series V10, Maclac 42 Series or an approved equal free of chromate and lead with volatile organic compounds less than 340 grams per liter.

G. Touch-up Primer for Galvanized Surfaces: Zinc rich type.

2.2 CONNECTIONS

A. Unless otherwise noted in the drawings, shop connections shall be welded and field connections, except moment connections, shall be bolted. Weld only in accordance with approved welding procedures.

B. Unless otherwise noted on the drawings, bolted connections shall be 3/4-inch diameter A325-N;

connections shall have a minimum of two bolts. Shoulder bolts with hex nut and lock washers shall be used in slotted connections with the washer covering the slot in positions.

C. Unless connections are detailed in the drawings, the Subcontractor is responsible for the design of connections.

D. All elements of a connection shall be designed to resist the loads and moments shown on the drawings; if the reaction or load is not shown on the drawings, connections are to be designed as follows:

1. Beam connections are to be designed to resist one half the allowable load for the appropriate span given in the Tables 3-6 through 3-9 in the AISC Manual of Steel

Construction. Beam connections will be in accordance with the AISC Manual of Steel

Construction. The minimum connection angle length will be half the depth of the beam depth.

2. Horizontal and vertical bracing connections shall have a minimum of two bolts.

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E. Gusset plates connecting horizontal and vertical bracing to beams and/or columns shall be connected to both adjacent members; where this is not practical, provision shall be made for the moment induced by the eccentricity of the load to the work point of the connection. Gusset plates for horizontal bracing shall be located within the top two rows of bolts of beam connection angles, unless otherwise noted on the drawings. The minimum thickness of gusset plates in single shear shall be 5/16-inch (7.94 m) for bolts in single shear and 3/8-inch (9.50 mm) for bolts in double shear.

2.3 FABRICATION

A. Fabricate structural steel in accordance with the applicable provisions of the AISC Specifications for Structural Steel Buildings. Where practical, fabricate and assemble in the shop.

B. Obtain field measurements necessary for steel fabrication.

C. Perform high strength shop bolting in accordance with the appropriate ASTM specification.

Complete high strength shop bolting before welding.

D. Dimensional tolerances:

1. Overall length of members with both ends milled may vary by 1/32-inch (33.53 mm).

2. Overall length of members without milled ends may vary by 1/16-inch (1.59 mm) for lengths less than 30 feet (9 m).

E. Where structural joints are welded, the detail of the joints, welding technique, weld quality and appearance, and methods for correcting defective welds shall conform to the AISC Code of

Standard Practice and AWS D1.1. Welding procedure and sequence shall conform to AWS B2.1.

surfaces to be welded shall be clean and free of rust, paint, or galvanizing. Burned or flame cut edges shall be chipped clean and wire brushed.

F. Where milling is indicated on the drawings, the contact surfaces shall be machined true to obtain full and complete contact.

G. Structural members are selected from generally available rolled sections; however, if the specified sections are not available, the Subcontractor shall provide sections with equivalent physical properties after approval by and at no additional cost to the Park.

2.4 FINISH

A. Prepare structural component surfaces in accordance with Division 09 Painting Sections."

B. Shop prime structural steel members. Apply two coats of different colored primer to areas which will be inaccessible after erection or assembly. Do not prime surfaces that will be fireproofed, in contact with concrete, within 3 inches of field welds, or on the faying surface of high strength bolted friction connections.

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C. Galvanize structural steel members indicated on the Drawings as galvanized in accordance with

ASTM A123 and A385 after fabrication. Prepare galvanized surfaces to be painted in accordance with ASTM D2092 and shop coat with a compatible primer. Repair damaged galvanizing in accordance with ASTM A780.

2.5 SOURCE QUALITY CONTROL

A. Shop inspection and testing will be performed under provisions of Division 01.

B. Subcontractor shall furnish samples as required for testing at no additional cost.

C. The Subcontractor’s Testing Laboratory will:

1. Review manufacturer’s test reports for compliance with specified requirements.

2. Review welding procedure specifications.

3. Verify material identification.

4. Inspect high strength bolted connections as required by CBC Section 1704.3 and in conformance with RCSC Specification.

5. Inspect welding as required by CBC Section 1704.3.

6. Nondestructive test complete penetration groove welds larger than 5/16 inches by ultrasonic methods for conformance with the weld quality and standard of acceptance of

AWS D1.1 for welds subject to tensile stress.

11. Faulty and Defective Welding: Any welding performed without inspection, or not in compliance with the approved WPS, or displaying cracks, slag inclusion, lack of fusion, undercut or other defects defined by the AWS, ascertained by visual or nondestructive means, shall be removed, and properly replaced by the subcontractor and re-inspected by the Testing Agency all at the subcontractor’s expense.

D. Periodically, inspect and test stud welding as required by CBC Section 1704; in accordance with

AWS D1.1 review pre-production testing and qualification, periodically inspect welding and perform verification inspection and testing.

3.1 PREPARATION

A. Furnish and install temporary supports and internal braces necessary to support structural steel during erection. Temporary supports and braces shall be adequate for anticipated wind, seismic, equipment and erection loads. Remove temporary shoring after the steel erection is complete.

B. After completion of welds, remove weld tabs (spillage dams) in accordance with AWS D1.1 provisions for dynamically loaded structures. After completion of full penetration groove welds, remove backing bars in accordance with AWS D1.1 provisions for dynamically loaded structures, inspect the weld and reinforce the groove weld with a fillet weld. Peening of thick welds shall be performed in accordance with AWS D1.1.

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3.2 EXAMINATION

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

B. Beginning of installation means Subcontractor accepts that existing conditions meet the requirements for installation.

3.3 ERECTION

A. Erect structural steel in accordance with the AISC Specifications for Structural Steel Buildings, except as modified herein. Where members cannot be properly assembled due to mis fabrication or deformation due to handling or transportation, the condition shall be reported to the Contracting

Officer Representative with a proposed method of correction for approval. Erect steel to the lines and grades indicated on the drawings and in accordance with the Erection Drawings.

B. During erection beams and vertical bracing are to be secured with at least two bolts prior to releasing the hoisting cable.

C. Perform high strength bolting in accordance with the appropriate ASTM specification. Complete high strength bolting before field welding.

D. Do not field cut or alter structural members without approval of the Contracting Officer

Representative.

E. After erection, prime welds, abrasions, and surfaces that are not shop-primed, except surfaces to be in contact with concrete.

F. Where field welding to existing structural members is required, the Subcontractor shall confirm the weldability of the existing steel by cutting or drilling samples and having them tested by the

Subcontractor's Independent Testing Laboratory. The testing laboratory shall recommend the location for taking samples, provide a report on weldability, recommend the type of electrode and weld, and inspect the final welds. The Subcontractor will be responsible for preparing the existing steel for welding and touch of the surfaces.

3.4 ERECTION TOLERANCES

A. Tolerances shall be in accordance with the AISC Code of Standard Practice. Crane rail tolerances shall comply with CMAA Specification 70.

3.5 INSPECTION AND TESTING

A. The Subcontractor shall be responsible for in-house visual inspection and implementing a quality control program.

B. The Testing Agency will inspect and test field high strength bolting and welding in accordance with Paragraph 2.5.

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C. Notify the Contracting Officer Representative of the fabrication and erection schedules in writing.

The schedules shall include time to observe shop assembly, make visual inspections, nondestructive tests of welds, observe erection and perform field testing. Prior to welding, provide the Contracting Officer Representative with two weeks written notification, including quantity, type, duration, shift(s) and location, of welding activities to be performed. Costs associated with delays resulting from noncompliance with the notification requirements will be borne by the

Subcontractor. Fabrications performed without reviewed shop drawings, reviewed weld procedures, material certifications or the specified notification of welding activities shall be considered defective work and subject to rejection. Defective work rejected by the Park shall be corrected by the Subcontractor at no additional cost to the Park.

3.6 WASTE MANAGEMENT

A. Conform with Division 01 Section "Construction Waste Management.”

B. Collect scraps and cut-offs and place designated areas for recycling.

C. Separate other waste materials in accordance with the Waste Management Plan and place designated areas for recycling.

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LOUVERS & VENTS

SECTION 05 14 00

1.1 SECTION INCLUDES

A. Extruded aluminum stationary Miami-Dade approved louvers.

1.2 RELATED SECTIONS

A. Section 07 15 00 – Sheet Metal Water Proofing

B. Section 09 90 00 – Paints and Coating

1.3 REFERENCES

A. AAMA 2604 – High Performance Organic Coatings on Architectural Extrusions and Panels.

B. AAMA 2605 – High Performance Organic Coatings on Architectural Extrusions and Panels.

C. AMCA 500-L – Test Methods for Louvers.

D. AMCA 511 – Certified Ratings Program for Air Control Devices.

E. ASCE 7 – Minimum Design Loads for Buildings and Other Structures.

F. ASTM B209 – Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.

G. ASTM B221 – Standard Specifications for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

H. ASTM D822 – Standard Practice for Filtered Open-Flame Carbon-Arc Exposure of Paint and Related Coatings.

I. ASTM D4214 – Standard Test Method for Evaluating the Degree of Chalking of Exterior Paint Films.

J. ASTM D2244 – Standard Test Method for Calculation of Color Differences from

Instrumentally Measured Color Coordinates.

K. ASTM E330 – Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights, and Curtain Walls by Uniform Static Air Pressure Difference.

L. Miami-Dade County Building Code Compliance Office (BCCO)

M. Living Building Challenge – Red List Chemicals

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1.4 SUBMITTALS

A. Submit under provisions of Section 01 30 00

B. Product Data: For each product to be used, including:

1. Manufacturer’s product data including performance data.

2. Installation Instructions

3. Maintenance and Operations Manuals

4. Health Product Declarations (HPDs) and Declare Labels

C. Shop Drawings

1. Submit shop drawings indicating materials, construction, dimensions, accessories, installation details, and connection methods and means.

D. Samples

1. Submit color chip sample for units with factory-applied paint.

1.5 QUALITY ASSURANCE

A. Manufacturer Qualifications:

1. The manufacturer shall have implemented the management of quality objectives, continual improvement, and monitoring of customer satisfaction to assure that customer needs and expectations are met.

B. Production Qualifications:

1. Louvers shall be licensed to bear AMCA Certified Ratings Seal. Ratings based on tests and procedures performed in accordance with AMCA 511 and comply with AMCA Certified Ratings Program. AMCA Certified Ratings Seal applies to air performance and water penetration ratings.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Delivery: Deliver materials to site in manufacturer’s original, unopened containers and packaging, with labels clearly indicating manufacturer and material.

B. Storage: Store materials in a dry area indoors, protected from damage and in accordance with manufacturer’s instructions.

C. Handling: Protect materials and finishes during handling and installation to prevent damage.

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D. Store and dispose of solvent-based materials, and materials used with solvent-based materials, in accordance with requirements of local authorities having jurisdiction.

1.7 PROJECT CONDITIONS

A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by the manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer’s absolute limits.

B. Field Measurements: Verify actual dimensions of openings by field measurements before fabrication. Coordinate field measurements and fabrication schedule with construction progress to avoid construction delays.

1.8 WARRANTY

A. Manufacturer shall provide a standard limited warranty for louver systems for a period of 1 year from date of installation, no more than 18 months after shipment from manufacturing plant. When notified in writing from the Owner of a manufacturing defect, manufacturer shall promptly correct deficiencies without cost to the owner.

B. Manufacturer shall provide 20 year limited warranty for fluoropolymer-based finish on aluminum substrates.

1. Finish Coating shall not peel, blister, chip, crack, or check.

2. Chalking, fading, or erosion of finish when measured by the following tests:

a. Finish coating shall not chalk in excess of 8 numerical ratings when measured in accordance with ASTM D4214.

b. Finish coating shall not change color or fade in excess of 5 NBS units as determined by ASTM D2244 and ASTM D822

c. Finish coating shall not erode at a rate in excess of .01 mils/year.

2.1 MANUFACTURER

1. Industrial Louvers Inc. (ILI) - Contact: 511 South 7th Street, Delano, MN 55328;

Telephone: (763) 972-2981; Fax: (763) 972-2911.

2. Other Available Manufacturers – subject to compliance with requirements stated within.

2.2 EXTRUDED ALUMINUM WEATHER RESISTANT LOUVERS

A. Fabrication:

1. Model: 653XPDC

2. Frame:

a. Frame Depth: 6 inches (152.4 mm)

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b. Frame height 84”

c. Frame to fit with in post spacing.

d. Material: Extruded aluminum, 6063-T6

e. Wall Thickness: 0.081 inch (2.1 mm), nominal

3. Blades:

a. Style: Drainable

b. Material: Extruded aluminum, 6063-T6

c. Wall Thickness: 0.081 inch (2.1 mm), nominal

d. Angle: 37.5 degrees

e. Centers: 4.25 inches (108 mm), nominal

B. Performance Data:

1. Performance Ratings: Product must be licensed to bear the AMCA Certified Ratings Seal for water and Air Performance.

a. Based on testing 48 inches by 48 inches (1219 mm by 1219 mm) size unit in accordance with AMCA 500-L

2. Free Area: 54.8% (8.77 sq.ft.)

3. Water Penetration: Maximum of .01 ounces at an air flow of 1193 FPM.

4. Static Pressure Loss: Not more than .15 inch of water gauge at an air flow of 964 FPM free area velocity.

5. Miami-Dade County Test Protocols

a. TAS-201

b. TAS-202

c. TAS-203

d. Miami-Dade County Notice of Acceptance #13-0909.09

2.3 LOUVER ACCESSORIES

A. Exterior Aluminum Sill: Provide sill flashing of same material and finish as louvers where indicated on the drawings.

B. Louver Screens: Provide framed removable, re-wire-able screens for exterior louvers.

1. Bird Screen:

a. Aluminum: Aluminum, ½ inch by 0.063 inch (12.7 mm by 1.6 mm), expanded, flattened.

2. Insect Screen:

a. 18 x 14 aluminum charcoal mesh 0.011 inch (0.28 mm) diameter wire.

C. Hinged Panel Section: Provide required hardware and accessories for a door swing per manufacturer at location shown on drawings. The panel section shall be the encompass the full height and width of the wall section between two posts.

a. Contractor to coordinate with manufacturer to ensure the panel section can be locked and secured with key access.

2.4 FABRICATION

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A. Fabrication Requirements:

1. Performance: Fabricate as required for optimum performance with respect to water penetration, strength, durability, and appearance.

2. Size: Fabricate louvers in walls to meet dimensions indicated on Contract Documents.

3. Field Measurement: Verify size, location, and placement of louvers before fabrication.

4. Shop Assembly:

a. Fabricate to minimize field adjustments, splicing, mechanical joints and field assembly of units.

b. Preassemble units in shop to greatest extent possible and disassemble as necessary for shipping and handling.

c. Clearly mark units for reassemble and coordinated installation.

5. Accessories: Include supports, anchorages and accessories required for complete assembly.

6. Vertical Mullions: Provide vertical mullions of type and spacing indicated but not further apart than recommended by the manufacturer.

7. Horizontal Mullions: Provide horizontal mullions at horizontal joints between louver units except where continuous vertical assemblies are indicated.

8. Connections: Join frame and blade members to one another by mechanical fastener, except where field bolted connections between frame members are made necessary by size of louvers.

9. Spacing: Maintain equal blade spacing to produce uniform appearance.

2.5 FINISHES (FACTORY)

A. General: Comply with NAAMM “Metal Finishes Manual” for finish designations and application recommendations, except as otherwise indicated. Apply finishes in factory. Protect finishes on exposed surfaces prior to shipment. Remove scratches and blemishes from exposed surfaces that will be visible after completing finishing process. Provide color as indicated or, if not otherwise indicated, as selected by architect.

B. Standard mill finish.

C. Prime Coat:

1. Apply alkyd prime coat following chemical cleaning and pretreatment.

2. Primer preparation for field painting.

D. Fluorocarbon Three Coat Coating:

1. Coating shall conform to AAMA 2605.

2. Louvers to be finished with a minimum 1.4 mil (0.035 mm) thick full strength 70% resin, 3 coat Fluoropolymer system.

3. All aluminum shall be thoroughly cleaned, etched, and given a chrome-free conversion pretreatment before application of coating. Coating shall be ILFI LBC Red List Declared.

E. Clear Anodize

1. Class II Clear Anodize

a. Comply with Aluminum Association AA-C22A31. Clear anodized finish 204-R1

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b. Apply finish following chemical etching and pretreatment

c. Minimum thickness: 0.4 mils (0.01 mm)

F. Color Anodize

1. Class I Bronze Anodize

a. Light, Medium, Dark, Champagne

b. Comply with Aluminum Association AA-C2242 or AA-C2244.

c. Apply finish following chemical etching and pretreatment

d. Minimum thickness: 0.7 mils (0.018mm).

A. Examine substrates and openings for compliance with requirements for installation tolerances and other conditions affecting performance.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

A. Clean opening thoroughly prior to installation.

B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions.

3.3 INSTALLATION

A. Install louvers at locations as indicated on the drawings and in accordance with the manufacturer’s instructions.

B. Install louvers plumb, level, in plane of wall, and in alignment with adjacent work.

C. Install joint sealants as specified by manufacturer’s instructions.

3.4 CLEANING

A. Clean louver surface in accordance with manufacturer’s instructions.

B. Touch-up paint, repair or replace damaged products before Substantial Completion.

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SLOTTED CHANNEL FRAMING

SECTION 05 43 00

PART 1 – GENERAL

A. Framing shall be a strut type metal framing system (Strut System)

B. Strut System shall be used:

1. To support mechanical and electrical equipment and devices.

2. For structural applications as applicable.

C. Strut System and components must be supplied from a single approved Manufacturer.

1.2 QUALITY ASSURANCE

A. Manufacturer’s qualifications:

1. The manufacturer shall have at least 10 years’ experience in manufacturing Strut

Systems.

2. The manufacturer must certify in writing all components supplied have been produced in accordance with an established quality assurance program.

B. Work shall meet the requirements of the following standards:

1. Federal, State and Local codes

2. American Iron and Steel Institute (AISI) Specification for the Design of Cold-Formed

Steel Structural Members 2001 Edition

3. American Society for Testing and Materials (ASTM)

4. Metal Framing Manufacturer’s Association (MFMA)

1.3 SUBMITTALS

A. Structural calculations by a Registered Professional or Structural Engineer in the State of the

Project’s location for approval by the Professional of Record. Calculations may include, but are not limited to:

1. Description of design criteria

2. Stress and deflection analysis

3. Selection of framing members, fittings, and accessories

B. Assembly drawings necessary to install the Strut System in compliance with the Contract

Drawings.

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C. Pertinent manufacturers published data.

1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING

A. All material is to be delivered to the work site in original factory packaging to avoid damage to the finish.

B. Upon delivery to the work site, all components shall be protected from the elements by a shelter or other covering.

1.5 WARRANTY

A. Manufacturer shall warrant for 1 year from the shipment date that products will be free from defects in material or manufacture. In the event of any such defect in violation of the warranty, Manufacturer shall have the option to repair or replace any such defective product.

B. Installer shall warrant for 1 year from the date of completion of work that the work will be free of defects in installation. In the event of any such defect in violation of the warranty, Installer shall have the option to repair or replace any such defective product.

PART 2 – PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS

A. Strut System and components UNISTRUT

B. Strut System and components FLEX STRUT

C. Or approved equal

2.2 MATERIALS

A. All channel members shall be fabricated conforming to one of the following ASTM specifications:

1. Plain Carbon Steel: ASTM 1011 SS Grade 33

2. Pre-Galvanized Carbon Steel: A 653 Grade 33

3. UNISTRUT DEFENDER™: ASTM 1046 SS Grade 33

4. Stainless Steel: A 240 (Type 304)

5. Aluminum: B 221 (Type 6063-T6)

B. All…