S02 Specifications 051200 thru 096900.pdf

Robert J. Dole VA Medical Center ERHM Infrastructure Upgrades

Project #: 589A7-21-700

Structural Steel Framing

05 12 00 - 1

SECTION 05 12 00

STRUCTURAL STEEL FRAMING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Structural steel shapes, plates, and bars.

2. Structural pipe.

3. Bolts, nuts, and washers.

1.2 RELATED REQUIREMENTS

A. Materials Testing And Inspection During Construction: Section 01 45 29, TESTING

LABORATORY SERVICES.

B. Steel Decking: Section 05 31 00, STEEL DECKING.

C. Composite Steel Deck: Section 05 36 00, COMPOSITE METAL DECKING.

D. Fireproofing: Section 07 81 00, APPLIED FIREPROOFING.

E. Painting: Section 09 91 00, PAINTING.

1.3 APPLICABLE PUBLICATIONS

A. Comply with references to extent specified in this section.

B. American Institute of Steel Construction (AISC):

1. AISC Manual - Steel Construction Manual, 14th Ed.

2. 303-10 - Code of Structural Steel Buildings and Bridges.

3. 360-10: Specification for Structural Steel Buildings.

C. The American Society of Mechanical Engineers (ASME):

1. B18.22.1-09 - Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers.

D. American Welding Society (AWS):

1. D1.1/D1.1M-15 - Structural Welding Code - Steel.

E. ASTM International (ASTM):

1. A6/A6M-14 - General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and

Sheet Piling.

2. A36/A36M-14 - Carbon Structural Steel.

3. A53/A53M-12 - Pipe, Steel, Black and Hot-Dip, Zinc-Coated, Welded and Seamless.

4. A123/A123M-15 - Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

5. A242/A242M-13 - High-Strength Low-Alloy Structural Steel.

6. A283/A283M-13 - Low and Intermediate Tensile Strength Carbon Steel Plates.

7. A307-14 - Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.

8. A500/A500M-13 - Cold-Formed Welded and Seamless Carbon Steel Structural Tubing and Rounds and Shapes.

9. A501/A501M-14 - Hot-Formed Welded and Seamless Carbon Steel Structural Tubing and Rounds and Shapes.

10. A572/A572M-15 - High-Strength Low-Alloy Columbium-Vanadium Structural Steel.

11. A992/A992M-15 - Structural Shapes.

12. F2329/F2329M-15 - Zinc Coating, Hot-Dip, Requirements for Application to Carbon and

Alloy steel Bolts, Screws, washers, Nuts, and Special Threaded Fasteners.

13. F3125/F3125M-15 - Standard Specification for High Strength Structural Bolts, Steel and

Alloy Steel, Heat Treated, 120 ksi (830 MPa) and 150 ksi (1040 MPa) Minimum Tensile Strength, Inch and Metric Dimensions

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F. Master Painters Institute (MPI):

1. No. 18 - Primer, Zinc Rich, Organic.

G. Military Specifications (Mil. Spec.):

1. MIL-P-21035 - Paint, High Zinc Dust Content, Galvanizing, Repair.

H. Occupational Safety and Health Administration (OSHA):

1. 29 CFR 1926.752(e) - Guidelines For Establishing The Components Of A Site-Specific

Erection Plan.

2. 29 CFR 1926-2001 - Safety Standards for Steel Erection.

I. Research Council on Structural Connections (RCSC) of The Engineering Foundation:

1. Specification for Structural Joints Using ASTM F3125 Bolts.

1.4 SUBMITTALS

A. Submittal Procedures: Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND

SAMPLES.

B. Submittal Drawings:

1. Show size, configuration, and fabrication and installation details.

C. Sustainable Construction Submittals:

1. Recycled Content: Identify post-consumer and pre-consumer recycled content percentage by weight.

D. Test Reports: Certify products comply with specifications.

1. Welders' qualifying tests.

E. Certificates: Certify each product complies with specifications.

1. Structural steel.

2. Steel connections.

3. Welding materials.

4. Shop coat primer paint.

F. Qualifications: Substantiate qualifications comply with specifications.

1. Fabricator with project experience list.

2. Installer with project experience list.

3. Welders and welding procedures.

G. Delegated Design Drawings and Calculations: Signed and sealed by responsible Architect/Engineer.

1. Connection calculations.

H. Record Surveys: Signed and sealed by responsible surveyor or engineer.

1.5 QUALITY ASSURANCE

A. Fabricator Qualifications: AISC Quality Certification participant designated as AISC Certified

Plant, Category STD.

1. Regularly fabricates specified products.

2. Fabricated specified products with satisfactory service on five similar installations for minimum five years.

a. Project Experience List: Provide contact names and addresses for completed projects.

B. Installer Qualifications: AISC Quality Certification Program participant designated as AISC-Certified Erector, Category ACSE.

1. Regularly installs specified products.

2. Installed specified products with satisfactory service on five similar installations for minimum five years.

a. Project Experience List: Provide contact names and addresses for completed projects.

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C. Before commencement of Work, ensure steel erector provides written notification required by OSHA 29 CFR 1926.752(e). Submit a copy of the notification to Contracting Officer's Representative.

D. Welders and Welding Procedures Qualifications: AWS D1.1/D1.1M.

1.6 WARRANTY

A. Construction Warranty: FAR clause 52.246-21, "Warranty of Construction."

PART 2 - PRODUCTS

2.1 SYSTEM PERFORMANCE

A. Delegated Design: Prepare submittal documents including design calculations and drawings signed and sealed by registered design professional, licensed in state where project is located.

B. Design structural steel framing connections complying with specified performance:

1. Load Capacity: Resist full capacity of supported framing member. Account for connection and member loads and eccentricities.

a. Request additional design criteria when necessary to complete connection design.

2. Configuration: Design and detail all connections for each member size, steel grade and connection type to resist the loads and reactions indicated on the drawings or specified herein. Use details consistent with details shown on drawings, supplementing where necessary. The details shown on drawings are conceptual and do not indicate the required weld sizes or number of bolts unless specifically noted. Use rational engineering design and standard practice in detailing, accounting for all loads and eccentricities in both the connection and the members. Promptly notify the Contracting Officer Representative of any location where the connection design criteria is not clearly indicated. The design of all connections is subject to the review and acceptance of the Contracting Officer's Representative. Submit structural calculations prepared and sealed by a qualified engineer registered in the state where the project is located. Submit calculations for review before preparation of detail drawings.

2.2 MATERIALS

A. Channel and Angles:

1. ASTM A36/A36M.

2. ASTM A572/A572M; Grade 50.

3. ASTM A529; Grade 50.

B. Plates and Bars:

1. ASTM A36/A36M.

2. ASTM A572/A572M; Grade 50.

3. ASTM A529; Grade 50.

C. Hollow Structural Sections:

1. ASTM A500/A500M.

2. ASTM A501/A501M.

D. Structural Pipe: ASTM A53/A53M, Grade B.

E. Bolts, Nuts and Washers: Galvanized for galvanized framing and plain finish for other framing .

1. High-strength bolts, including nuts and washers: ASTM F3125.

2. Bolts and nuts, other than high-strength: ASTM A307, Grade A.

3. Plain washers, other than those in contact with high-strength bolt heads and nuts:

ASME B18.22.1.

F. Welding Materials: AWS D1.1, type to suit application.

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2.3 PRODUCTS - GENERAL

A. Sustainable Construction Requirements:

1. Steel Recycled Content: 30 percent total recycled content, minimum.

2. Low Pollutant-Emitting Materials: Comply with VOC limits specified in Section 01 81 13, SUSTAINABLE CONSTRUCTION REQUIREMENTS for the following products:

a. Paints and coatings.

2.4 FABRICATION

A. Fabricate structural steel according to Chapter M, AISC 360.

B. Shop and Field Connections:

1. Weld connections according to AWS D1.1/D1.1M. Welds shall be made only by welders and welding operators who have been previously qualified by tests as prescribed in AWS D1.1 to perform type of work required.

2. High-Strength Bolts: High-strength bolts tightened to a bolt tension minimum 70 percent of their minimum tensile strength. Tightening done with properly calibrated wrenches, by turn-of-nut method or by use of direct tension indicators (bolts or washers). Tighten bolts in connections identified as slip-critical using Direct Tension Indicators. Twist-off torque bolts are not an acceptable alternate fastener for slip critical connections.

2.5 FINISHES

A. Shop Priming:

1. Prime paint structural steel according to AISC 303, Section 6.

a. Interstitial Space Structural Steel: Prime paint, unless indicated to receive sprayed on fireproofing.

B. Shop Finish Painting: Apply primer and finish paint as specified in Section 09 91 00, PAINTING.

C. Do not paint:

1. Surfaces within 50 mm (2 inches) of field welded joints.

2. Surfaces indicated to be encased in concrete.

3. Surfaces receiving sprayed on fireproofing.

4. Beam top flanges receiving shear connector studs applied.

D. Structural Steel Galvanizing: ASTM A123/A123M, hot dipped, after fabrication. Touch-up after erection: Clean and wire brush any abraded and other spots worn through zinc coating, including threaded portions of bolts and welds and touch-up with galvanizing repair paint.

1. Galvanize structural steel framing installed at exterior locations.

E. Bolts, Nuts, and Washers Galvanizing: ASTM F2329, hot-dipped.

2.6 ACCESSORIES

A. General: Shop paint steel according to AISC 303, Section 6.

B. Finish Paint System: Primer and finish as specified in Section 09 91 00, PAINTING.

C. Galvanizing Repair Paint: MPI No. 18.

PART 3 - EXECUTION

3.1 ERECTION

A. Erect structural steel according to AISC 303 and AISC 360.

B. Set structural steel accurately at locations and elevations indicated on drawings.

C. Maintain erection tolerances of structural steel within AISC 303 requirements.

1. Pour Stop Elevation Tolerance: 6 mm (1/4 inch), maximum, before concrete placement.

D. Weld and bolt connections as specified for shop connections.

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3.2 FIELD PAINTING

A. After welding, clean and prime weld areas to match adjacent finish.

B. Touch-up primer damaged by construction operations.

C. Apply galvanizing repair paint to galvanized coatings damaged by construction operations.

D. Finish Painting: As specified in Section 09 91 00, PAINTING.

3.3 FIELD QUALITY CONTROL

A. Record Survey:

1. Engage registered land surveyor or registered civil engineer as specified in Section 01 00 00, GENERAL REQUIREMENTS to perform survey.

2. Measure and record structural steel framing plumbness, level, and alignment after completing bolting and welding and before installation of work supported by structural steel.

3. Identify deviations from allowable tolerances specified in AISC Manual.

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Project #: 589A7-21-700

Steel Decking

05 31 00 - 1

SECTION 05 31 00

STEEL DECKING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Single pan fluted metal form deck supporting concrete fill as roof substrate.

2. Corrugated metal form deck supporting concrete fill as roof substrate.

3. Single pan fluted metal roof deck as roof substrate.

4. Acoustic metal roof deck as roof substrate.

1.2 RELATED WORK

A. Section 01 81 13. SUSTAINABLE CONSTRUCTION REQUIREMENTS.

B. Section 09 91 00, PAINTING: Finish Painting.

1.3 APPLICABLE PUBLICATIONS

A. Comply with references to extent specified in this section.

B. AISI - American Iron and Steel Institute.

S100-16 ................................. Specification for the Design of Cold-formed Steel Structural

Members.

C. American Welding Society (AWS):

D1.1/D1.1M-20 ...................... Structural Welding Code - Steel.

1.3/D1.3M-18 ......................... Structural Welding Code - Sheet Steel.

D. ASTM International (ASTM):

A36/A36M-19 ........................ Standard Specification for Carbon Structural Steel.

A653/A653M-20 .................... Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

A1008/A1008M-20 ................ Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Baked Hardenable.

C423-17 ................................. Standard Test Method for Sound Absorption and Sound Absorption Coefficients by the Reverberation Room Method.

E119-20 ................................. Standard Test Methods for Fire Tests of Building Construction and Materials.

E. FM Global (FM):

1-28-15 .................................. Wind Design.

Factory Mutual Research Approval Guide.

F. Master Painters Institute (MPI):

No. 18 .................................... Primer, Zinc Rich, Organic.

G. Military Specifications (Mil. Spec.):

MIL-P-21035B ....................... Paint, High Zinc Dust Content, Galvanizing Repair.

H. Steel Deck Institute (SDI):

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No. 31-07 ............................... Design Manual for Composite Deck, Form Decks, and Roof Decks.

I. UL LLC (UL):

Listed Online Certifications Directory.

580 ........................................ Tests for Uplift Resistance of Roof Assemblies.

1.4 SUBMITTALS

A. Submittal Procedures: Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND

SAMPLES. All items indicated below are required submittals requiring Contracting Officer’s Representative (COR) review and approval.

B. Submittal Drawings:

1. Show layout, connections to supporting members, anchorage, sump pans, accessories, deck openings and reinforcements.

2. Show similar information necessary for completing installation as shown and specified, including supplementary framing, ridge and valley plates, cant strips, cut openings, special jointing or other accessories.

3. Show welding, side lap, closure, deck reinforcing and closure reinforcing details.

4. Show openings required for work of other trades, including openings not shown on structural drawings. Indicate where temporary shoring is required to satisfy design criteria.

C. Manufacturer's Literature and Data:

1. Description of each product.

2. Show steel decking section properties and structural characteristics.

D. Sustainable Construction Submittals:

1. Recycled Content: Identify post-consumer and pre-consumer recycled content percentage by weight.

E. Certificates: Certify each product complies with specifications.

1. Fire Resistance Product Listing: For each metal deck type and thickness supporting concrete slab or fill.

2. Show steel decking is UL Listed for specified application.

3. Show noise reduction coefficient test results.

F. Qualifications: Substantiate qualifications comply with specifications.

1. Welders and welding procedures.

G. Insurance Certification: Assist the Government in preparation and submittal of roof installation acceptance certification as may be necessary in connection with fire and extended coverage insurance.

1.5 QUALITY ASSURANCE

A. FM Listing: Provide metal roof deck units which have been evaluated by Factory Mutual Global and are listed in “Factory Mutual Research Approval Guide” for “Class 1” fire rated construction.

B. Welders and Welding Procedures Qualifications: AWS D1.3/D1.3M.

1.6 WARRANTY

A. Construction Warranty: FAR clause 52.246-21, "Warranty of Construction."

PART 2 - PRODUCTS

2.1 SYSTEM PERFORMANCE

A. Design steel decking and accessories according to AISI S100.

1. Wind Uplift Resistance and Corner Conditions:

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a. Eave Overhang: 2.1 kPa (45 per square foot), minimum.

b. Other Roof Areas: 1.4 kPa (30 per square foot), minimum.

2. Wind Uplift Resistance and Corner Conditions: UL 580, Class 60 or higher UL Class required by wind loading in the location of the project.

3. Wind Uplift Resistance and Corner Conditions: FM 1-28; Class 1-60 or higher UL Class required by wind loading in the location of the project.

4. Fire Resistance: ASTM E119; as component of 1 hour rated roof assembly.

5. Noise Reduction Coefficient (NRC): Minimum 0.90 when tested according to

ASTM C423.

6. Design side and end closures and attachment to supporting steel to safely support wet weight of concrete and construction loads.

a. Cantilever Closure Deflection: 3 mm (1/8 inch), maximum.

2.2 MATERIALS

A. Galvanized Steel Sheet: ASTM A653/A653M; G60 coating.

B. Painted Steel Sheet: ASTM A1008/A1008M, Grade C or D, shop primed.

C. Primer for Shop Painted Sheets: Manufacturer's standard primer (2 coats). When finish painting of steel decking is specified in Section 09 91 00, PAINTING primer coating shall be compatible with specified finish painting.

D. Steel Shapes: ASTM A36/A36M.

E. Acoustic Deck: Cellular deck profile, SDI Publication No. 31.

F. Acoustic Insulation: Manufacturer’s standard mineral fiber type, profile matching deck flute profile.

2.3 PRODUCTS - GENERAL

A. Sustainable Construction Requirements:

1. Steel Recycled Content: 30 percent total recycled content, minimum.

2.4 METAL ROOF DECK

A. Metal Roof Deck: UL Listed as metal roof deck panels.

1. Steel decking of the type, depth, thickness, and section properties as shown.

B. Metal Form Deck - Type 1: Single pan fluted units as permanent form for reinforced concrete slabs.

1. Depth and Thickness: As indicated on drawings.

2. Material: Galvanized sheet steel.

C. Metal Form Deck - Type 2: Corrugated deck units as permanent form for reinforced concrete slabs.

1. Depth and Thickness: As indicated on drawings.

2. Material: Galvanized sheet steel.

D. Metal Roof Deck: Single pan fluted units with flat horizontal top surfaces as permanent support for superimposed loads.

1. Deck Style:

a. Wide Rib (Type B) deck.

b. Intermediate Rib (Type F) deck.

c. Narrow Rib (Type A) deck.

d. Deep Rib (Type N) deck.

2. Depth and Thickness: As indicated on drawings.

3. Material: Galvanized sheet steel.

E. Acoustic Metal Roof Deck Units: Single-pan fluted units with perforated vertical webs.

1. Depth and Thickness: As indicated on drawings.

2. Material: Galvanized sheet steel.

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3. Provide acoustical insulation to fill roof deck flutes.

F. Do not use steel deck for hanging supports of building components including suspended ceilings, electrical light fixtures, plumbing, heating, or air conditioning pipes or ducts or electrical conduits.

G. Include integral system for steel decking units used for interstitial levels.

1. Provide system suitable for simple point of attachment for light duty hanger devices.

2. Provide system suitable to allow for flexibility for attaching hangers for support of suspended ceilings, electrical, plumbing, heating, or air conditioning items, weight not to exceed 50 kg/m2 (10 psf).

3. Provide a minimum spacing pattern of 300 mm (12 inches) on centers longitudinally and 600 mm (24 inches) on centers transversely.

4. Maximum allowable load suspended from any hanger: 23 kg (50 pounds).

5. System consisting of fold-down type hanger tabs or lip hanger is acceptable.

2.5 FABRICATION

A. Fabricate steel decking in sufficient lengths to extend over 3 or more supports, except for interstitial levels.

1. Cut metal deck units to proper length in shop.

B. Fabricate accessories required to complete installation of steel decking.

1. Exposed to View: Fabricate from sheet steel matching metal decking.

2. Concealed from View: Fabricate from galvanized sheet steel.

C. Sheet Metal Accessories:

1. Metal Cover Plates: For end-abutting decking, to close gaps at changes in deck direction, columns, walls and openings.

a. Sheet Steel: Minimum 1.0 mm (0.04 inch) thick.

2. Continuous Sheet Metal Edging: At openings, concrete slab edges and roof deck edges.

a. Sheet Steel: Minimum 1.0 mm (0.04 inch) thick.

3. Metal Closure Strips: For openings between decking and other construction. Form to configurations required to provide tight-fitting closures at open ends of flutes and sides of decking.

a. Sheet Steel: Minimum 1.0 mm (0.04 inch) thick.

4. Ridge and Valley Plates: Minimum 100 mm (4 inch) wide ridge and valley plates where roof slope exceeds 1/24 (1/2 inch per foot).

a. Sheet Steel: Minimum 1.0 mm (0.04 inch) thick.

5. Cant Strips: Provide bent metal 45 degree leg cant strips where indicated on the drawings. Fabricate cant strips with minimum 125 mm (5 inch) face width.

a. Sheet Steel: Minimum 0.8 mm (0.03 inch) thick.

6. Seat Angles for Deck: Provide where beam does not frame into column.

7. Sump Pans for Roof Drains: Fabricated from single piece galvanized sheet steel with level bottoms and sloping sides to direct water flow to drain. Provide sump pans of adequate size to receive roof drains and with bearing flanges minimum 75 mm (3 inches) wide. Recess pans minimum 38 mm (1-1/2 inches) below roof deck surface, unless otherwise shown or required by deck configuration. Drain holes will be field cut.

a. Sheet Steel: Minimum 1.7 mm (0.06 inch) thick.

2.6 FINISHES

A. Shop prime painted sheet steel with two coats of primer.

2.7 ACCESSORIES

A. Primer: Manufacturer's standard primer compatible with finish painting specified in Section 09

91 00, PAINTING.

B. Welding Materials: AWS D1.1, type to suit application.

C. Galvanizing Repair Paint: MPI No. 18.

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D. Touch-Up Paint: Match shop finish.

PART 3 - EXECUTION

3.1 PREPARATION

A. Examine and verify substrate suitability for product installation.

B. Protect existing construction and completed work from damage.

C. Remove contaminates from structural steel surfaces where steel decking will be welded.

D. Verify structural steel framing installation is completed, plumbed, and aligned with temporary bracing installed where required.

E. Coordinate with structural steel erector to prevent overloading of structural members when placing steel decking for installation.

3.2 ERECTION

A. Do not use floor deck units for storage or working platforms until permanently secured. Do not overload deck units once placed. Replace deck units that become damaged after erection and before casting concrete at no cost additional to the Government.

B. Place steel decking at right angles to supporting members with ends located over supports.

C. Lap end joints 50 mm (2 inches), minimum.

D. Fluted Form Deck Fastening:

1. Fasten form deck to steel supporting members by welding.

a. Welds: 16 mm (5/8 inch) diameter puddle welds or elongated welds of equal strength.

b. Weld Spacing: Maximum 300 mm (12 inches) on center with minimum two welds per unit at each support.

c. Where two units abut, fasten each unit individually to supporting steel framework.

2. End Closure Fastening: Tack weld or self-tapping No. 8 or larger machine screws at

900 mm (3 feet) on center.

a. Longitudinal End Closure Fastening: Tack weld only.

3. Weld side laps of adjacent decking units.

a. Fastener Locations: Mid-span and maximum 900 mm (3 feet) on center.

E. Corrugated Form Deck Fastening:

1. Weld end laps of corrugated form deck units in valley of side lap and at middle of sheet.

a. Weld Spacing: Maximum 380 mm (15 inches) on center.

2. Weld corrugated deck to intermediate supports in X-pattern. Weld in valley of side laps on every other support and in valley of center corrugation on remaining support.

a. Weld Spacing: Maximum 760 mm (30 inches) on center.

F. Roof Deck Fastening:

1. Fasten decking to steel supporting members by welding.

a. Welds: 16 mm (5/8 inch) diameter puddle welds or elongated welds of equal strength.

b. Weld Spacing: Maximum 300 mm (12 inches) on center at every support. Use closer spacing where required for lateral force resistance by diaphragm action.

2. Fasten split or partial decking panels to structure in every valley.

3. Fasten decking to each supporting member at ribs where side laps occur.

a. Power driven fasteners is acceptable in lieu of welding if strength equivalent to welding specified above is provided. Submit test data and design calculations verifying equivalent design strength.

4. Mechanically fasten decking side laps with self-tapping No. 8 or larger machine screws.

a. Fastener Locations: Mid-span and maximum 900 mm (3 feet) on center.

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5. Provide additional fastening necessary to comply with UL Listing for specified performance.

G. Cutting and Fitting:

1. Field cut steel decking to accommodate columns and other penetrating items.

2. Cut openings located and dimensioned on Structural Drawings.

3. Coordinate openings for other penetrations shown on approved submittal drawings but not shown on Structural Drawings.

a. Cut and reinforce required opening.

4. Make cuts neat and trim using metal saw, drill or punch-out device. Cutting with torches is prohibited.

5. Do not make cuts in the metal deck that are not shown on the approved metal decking submittal drawings.

a. When additional openings are required, submit scaled drawing, locating required opening and other openings and supports in immediate area.

b. Do not cut the opening until drawing is approved by Contracting Officer's

Representative.

c. Provide additional reinforcing and framing required for opening.

d. Failure to comply with these requirements is cause for rejection of the work and removal and replacement of the affected steel decking.

6. Opening Reinforcement: Provide additional metal reinforcement and closure pieces as required for strength, continuity of decking, and support of other work.

H. Touch up damaged factory finishes.

1. Apply galvanizing repair paint to damaged galvanized surfaces.

2. Apply touch up paint to damaged shop painted surfaces.

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Composite Metal Decking

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SECTION 05 36 00

COMPOSITE METAL DECKING

PART 1 - GENERAL

1.1 DESCRIPTION

A. This section specifies material and services required for installation of composite steel decking and miscellaneous closures required to prepare deck for concrete placement as shown and specified.

1.2 RELATED WORK

A. Section 01 81 13, SUSTAINABLE CONSTRUCTION REQUIREMENTS: Sustainable Design

Requirements.

B. Section 01 45 29, TESTING LABORATORY SERVICES: Materials testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES.

1.3 DESIGN REQUIREMENTS

A. Design steel decking in accordance with AISI S-100, except as otherwise shown or specified.

B. Design steel decking to comply with codes.

1.4 SUBMITTALS

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND

SAMPLES. All items indicated below are required submittals requiring Contracting Officer’s Representative (COR) review and approval.

B. Sustainable Design Submittals, as described below:

1. Combined recycled content as specified in PART 2 – PRODUCTS.

C. Shop Drawings: Shop and erection drawings showing decking unit layout, connections to supporting members, and information necessary to complete the installation as shown and specified, including supplementary framing, cant strips, cut openings, special jointing or other accessories.

1. Show welding, side lap, closure, deck reinforcing and closure reinforcing details.

2. Show openings required for work of other trades, including openings not shown on structural drawings.

3. Indicate where temporary shoring is required to satisfy design criteria.

D. Manufacturer's Literature and Data: Showing steel decking section properties and specifying required structural characteristics.

E. Manufacturer's written recommendations for:

1. Shape of decking section.

2. Cleaning of steel decking prior to concrete placement.

F. Test Report - Establishing structural characteristics of composite concrete and steel decking system.

G. Test Report - Stud base qualification.

H. Welding power setting recommendation by shear stud manufacturer.

I. Shear Stud Layouts: Submit drawings showing the quantity, pattern, spacing and configuration of shear studs for each beam and girder.

J. Certification: For each type and gauge of metal deck supporting concrete slab or fill, submit certification of specified fire ratings. Certify that units supplied are UL listed as a “Steel Floor and Form Unit”.

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K. Manufacturers Certificates for deck units attesting compliance with specified requirements.

L. Submit manufacturer’s catalog data for Welding Equipment and Welding Rods and Accessories intended use.

M. Power Actuated Tool Operator Certificates.

N. Welders qualifications.

1.5 QUALITY ASSURANCE

A. Fire Safety

1. Underwriters’ Label: Provide composite metal floor deck units listed in Underwriters’ Laboratories “Building Materials Directory”, with each deck unit bearing the UL label and marking for specific system detailed.

2. FM Listing: Provide composite metal roof deck units which have been evaluated by Factory Mutual Global and are listed in “Factory Mutual Research Approval Guide” for “Class 1” fire rated construction.

3. Insurance Certification: Assist the Government in preparation and submittal of roof installation acceptance certification as may be necessary in connection with fire and extended coverage insurance.

B. Deck Units: Provide deck units and accessory products from a manufacturer engaged in the manufacture of steel decking for more than three (3) years. Submit manufacturer’s certificates attesting that the decking material complies with the specified requirements.

C. Certification of Powder-Actuated Tool Operator: Manufacturer’s certificate attesting that the operators are authorized to use the low velocity powder-actuated tool.

D. Qualifications for Welding Work: Submit qualified welder qualifications in accordance with AWS D1.1/D1.1M or under an approved qualification test.

1.6 APPLICABLE PUBLICATIONS:

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only. Refer to the latest edition of referenced Standards and codes.

B. American Iron and Steel Institute (AISI):

S-100-16 ................................ North American Specification for the Design of Cold-Formed

Steel Structural Members

C. ASTM International (ASTM):

A36/A36M-19 ........................ Standard Specification for Carbon Structural Steel

A108-18 ................................. Standard Specification for Steel Bar, Carbon and Alloy, Cold- Finished

A653/A653M-20 .................... Standard Specification for Steel Sheet, Zinc Coated (Galvanized) or Zinc Iron Alloy Coated (Galvannealed) by the Hot Dip Process

D. American Institute of Steel Construction (AISC):

1. Specification for Structural Steel Buildings – Allowable Stress Design and Plastic Design

(Latest Edition)

2. Load and Resistance Factor Design Specification for Structural Steel Buildings (Latest

Edition)

E. American Welding Society (AWS):

D1.1/D1.1M-20 ...................... Structural Welding Code - Steel

D1.3/D1.3M-18 ...................... Structural Welding Code - Sheet Steel

F. FM Global (FM):

APP Guide ............................. Approval Guide

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Composite Metal Decking

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DS 1-28-15 ............................ Design Wind Loads

G. Military Specifications (Mil. Spec.):

MIL-P-21035B ....................... Paint, High Zinc Dust Content, Galvanizing Repair

H. Underwriters Laboratories (UL):

Bld Mat Dir(Annually) ............ Building Materials Directory

PART 2 - PRODUCTS

2.1 MATERIALS

A. Steel Decking and Flashings: ASTM A653/A653M, Structural Quality

B. Galvanizing: ASTM A653/A653M, G60 . Thickness not less than indicated on drawings.

C. Shear connector studs: ASTM A108, Grades 1015-1020, yield 350 Mpa (50,000 pound/square inch) minimum, tensile strength - 400 Mpa (60,000 pounds/square inch) minimum, reduction of area 50 percent minimum.

1. Provide studs of uniform diameter, with heads concentric and on same axis to shaft.

2. Provide studs, after welding, free from substance or defect which would interfere with its function as a shear connector.

3. Do not paint or galvanize studs.

4. Provide size of studs as shown on drawings.

5. Provide studs manufactured by a company normally engaged in the manufacturer of shear studs, and can furnish equipment suitable for weld-through installation of shear studs.

D. Galvanizing Repair Paint: Mil. Spec. MIL-P-21035B.

E. Miscellaneous Steel Shapes: ASTM A36/A36M.

F. Welding Electrode: E60XX minimum.

G. Sheet Metal Accessories: ASTM A653/A653M, galvanized, unless noted otherwise. Provide accessories of every kind required to complete the installation of metal decking in the system shown. Finish sheet metal items to match deck including, but not limited to, the following items:

1. Metal Cover Plates: For end-abutting deck units, to close gaps at changes in deck direction, columns, walls and openings. Same quality as deck units but not less than 1.3 mm (18 gauge) sheet steel.

2. Continuous sheet metal edging: at openings and concrete slab edges. Same quality as deck units but not less than 1.3 mm (18 gauge) steel. Side and end closures supporting concrete and their attachment to supporting steel to be designed by the manufacturer to safely support the wet weight of concrete and construction loads. The deflection of cantilever closures to be limited to a total of 3 mm (1/8 inch) maximum.

3. Metal Closure Strips: For openings between decking and other construction, of not less than 1.3 mm (18 gauge) sheet steel of the same quality as the deck units. Form to the configuration required to provide tight-fitting closures at open ends of flutes and sides of decking.

4. Seat angles for deck: Where a beam does not frame into a column.

2.2 REQUIREMENTS

A. Steel decking depth, gauge, and section properties to be as shown on contract documents.

Provide edges of deck with vertical interlocking male and female lip providing for a positive mechanical connection.

B. Fabricate deck units with integral embossments to provide mechanical bond with concrete slab.

Deck units combined with concrete slab to be capable of supporting total design loads.

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C. Provide integral system with single point of attachment for light duty hanger devices for flexibility for attaching hangers for support of acoustical, lathing, plumbing, heating, air conditioning electrical and similar items.

1. Provide a minimum spacing pattern of 305 mm (12 inches) on centers longitudinally and

610 mm or 914 mm (24 or 36 inches) on centers transversely.

2. Provide suspension system capable of safely supporting a maximum allowable load of 45 kg (100 pounds) concentrated at one hanger attachment point.

3. System may consist of fold-down type hanger tabs or a lip hanger.

PART 3 - EXECUTION

3.1 ERECTION:

A. Do not start installation of metal decking until corresponding steel framework has been plumbed, aligned and completed, and until temporary shoring, where required, has been installed.

1. Remove oil, dirt, paint, ice, water and rust from steel surfaces to which metal decking will be welded.

B. Coordinate and cooperate with structural steel erector in locating decking bundles to prevent overloading of structural members.

C. Do not use floor deck units for storage or working platforms until permanently secured.

1. Do not overload deck units once placed.

2. Replace deck units that become damaged after erection and prior to casting concrete at no additional cost to the Government.

D. Erect steel deck in accordance with manufacturer's printed instructions.

E. Ship steel deck units in standard widths and fabricated to proper length.

F. Provide steel decking in sufficient lengths to extend over 3 or more spans, except where structural steel layout does not permit.

G. Place steel decking units on supporting steel framework and adjust to final position before being permanently fastened.

1. Bring each unit to proper bearing on supporting beams.

2. Place deck units in straight alignment for entire length of run of flutes and with close registration of flutes of one unit with those of abutting unit.

3. Maximum space between ends of abutting units is 13 mm (1/2 inch). If space exceeds 13 mm (1/2 inch), install closure plates.

H. Ceiling hanger loops, if provided, must be flattened or removed to obtain bearing of units on structural steel.

I. Fastening Deck Units:

1. Fasten floor deck units to steel supporting members by not less than 16 mm (5/8 inch) diameter puddle welds or elongated welds of equal strength, spaced not more than 305 mm (12 inches) on center with a minimum of two welds per unit at each support. Where two units abut, fasten each unit individually to the supporting steel framework.

2. Tack weld or use self-tapping No. 8 or larger machine screws at 914 mm (3 feet) on center for fastening end closures. Only use welds to attach longitudinal end closures.

3. Weld side laps of adjacent floor deck units that span more than 1524 mm (5 feet). Fasten at midspan or 914 mm (3 feet) on center, whichever is smaller.

J. Weld in conformance to AWS D1.3/D1.3M and done by qualified experienced welding mechanics.

K. Clean and touch-up area and welds scarred during erection, and repair with zinc rich galvanizing repair paint.

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1. Paint touch-up is not required for welds or scars that are to be in direct contact with concrete.

L. Provide metal concrete stops at edges of deck.

M. Cutting and Fitting:

1. Fabricate metal deck units to proper length prior to shipping.

2. Field cutting by the metal deck erector is restricted to bevel cuts, notching to fit around columns and similar items, and cutting openings that are located and dimensioned on the structural drawings.

3. Other penetrations shown on the approved metal deck shop drawings but not shown on the structural drawings are to be located, cut and reinforced.

4. Make cuts and penetrations neat and trim using a metal saw, drill or punchout device;

cutting with torches is prohibited.

5. Do not make cuts in the metal deck that are not shown on the approved metal deck drawings.

6. If an additional opening not shown on the approved shop drawings is required, submit a sketch, to scale, locating the required new opening and other openings and supports in the immediate area. Do not cut the opening until the sketch has been reviewed and accepted by the Contracting Officer Representative (COR). Provide additional reinforcing or framing required for the opening at no additional cost to the Government.

7. Reinforcement at Openings: Provide additional metal reinforcement and closure pieces as required for strength, continuity of decking and support of other work shown.

N. Install shear connector studs through previously installed metal deck in conformance to AWS D1.1/D1.1M, Section 7.

3.2 CLEANING

A. Clean deck in accordance with manufacturer's recommendation before concrete placement.

- - - E N D - - -

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SECTION 05 40 00

COLD-FORMED METAL FRAMING

PART 1 - GENERAL

1.1 DESCRIPTION

A. This section specifies materials and services required for installation of cold-formed steel, including tracks and required accessories as shown and specified. This Section includes the following:

1. Exterior load-bearing steel stud walls.

2. Interior load-bearing steel stud walls.

3. Exterior non-load-bearing steel stud curtain wall.

4. Steel joists.

5. Steel trusses.

1.2 RELATED WORK

A. Section 01 81 13 SUSTAINABLE CONSTRUCTION REQUIREMENTS.

B. Section 05 21 00, STEEL JOIST FRAMING: Open web steel joists.

C. Section 09 22 16, NON-STRUCTURAL METAL FRAMING: Non-load-bearing metal stud framing assemblies.

D. Section 09 29 00, GYPSUM BOARD: Gypsum board assemblies.

1.3 DESIGN REQUIREMENTS

A. Design steel in accordance with American Iron and Steel Institute Publication "Specification for the Design of Cold-Formed Steel Structural Members", except as otherwise shown or specified.

B. Structural Performance: Engineer, fabricate and erect cold-formed metal framing with the minimum physical and structural properties indicated.

C. Structural Performance: Engineer, fabricate, and erect cold-formed metal framing to withstand design loads within limits and under conditions required.

1. Design Loads:

a. Gravity, wind and seismic loading as indicated on the drawings or in this specification.

b. Blast Loads:

1) Light gauge framing in exterior walls shall be blast resistant and meet the following criteria per the VA Physical Security and Resiliency Design Manual.

2) Design Threat in accordance with Table 6-1 of the referenced Physical Security and Resiliency Design Manual.

3) Deformation not to exceed deformation limits shown in Table 6-2 of the referenced Physical Security and Resiliency Design Manual.

2. Design framing systems to withstand design loads without deflections greater than the following:

a. Exterior Load-Bearing Walls: Lateral deflection of1/240 of the wall height.

b. Floor Joists: Vertical deflection of 1/240 of the span.

3. Design framing systems to provide for movement of framing members without damage or overstressing, sheathing failure, connection failure, undue strain on fasteners and anchors, or other detrimental effects when subject to a maximum ambient temperature change (range) of 67 degrees C (120 degrees F).

4. Design framing system to accommodate deflection of primary building structure and construction tolerances, and to maintain clearances at openings.

5. Design exterior non-load-bearing curtain wall framing to accommodate lateral deflection without regard to contribution of sheathing materials.

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6. Engineering Responsibility: Engage a fabricator who assumes undivided responsibility for engineering cold-formed metal framing by employing a qualified professional engineer to prepare design calculations, shop drawings, and other structural data.

1.4 SUBMITTALS

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND

SAMPLES. All items indicated below are required submittals requiring Contracting Officer’s Representative (COR) review and approval

B. Shop Drawings: Shop and erection drawings showing steel unit layout, connections to supporting members, and information necessary to complete installation as shown and specified.

C. Manufacturer's Literature and Data: Showing steel component sections and specifying structural characteristics.

D. Design of the light gauge for this project shall be provided by the contractor’s structural engineer for the loads shown on the construction documents. Submit signed and sealed calculations performed by a structural engineer with at least 5 years experience in the design of light gauge metal and registered in the state of the project. Calculations shall be submitted with plans elevations and details for review and approval.

E. Sustainable Construction Submittals:

1. Recycled Content: Identify post-consumer and pre-consumer recycled content percentage by weight.

1.5 APPLICABLE PUBLICATIONS

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Iron and Steel Institute (AISI): Specification and Commentary for the Design of Cold- Formed Steel Structural Members (2016)

C. ASTM International (ASTM):

A36/A36M-19 ........................ Standard Specification for Carbon Structural Steel

A123/A123M-17 .................... Standard Specifications for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

A153/A153M-16a .................. Standard Specifications for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

A307-14e114 ......................... Standard Specifications for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength

A653/A653M-20 .................... Standard Specification for Steel Sheet, Zinc Coated (Galvanized) or Zinc Iron Alloy Coated (Galvannealed) by the Hot Dip Process

C955-18e1 ............................. Standard Specification for Cold Formed Steel Structural Framing Members

C1107/1107M-20 .................. Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink)

E488/E488M-18 .................... Standard Test Methods for Strength of Anchors in Concrete Elements

E1190-11(2018) .................... Standard Test Methods for Strength of Power-Actuated Fasteners Installed in Structural Members

D. American Welding Society (AWS):

D1.3/D1.3M-18 ...................... Structural Welding Code-Sheet Steel http://www.astm.org/Standards/C955.htm http://www.astm.org/Standards/C955.htm

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E. Military Specifications (Mil. Spec.):

MIL-P-21035B ....................... Paint, High Zinc Dust Content, Galvanizing Repair

F. VA Physical Security and Resiliency Design Manual October 1, 2020.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Sheet Steel for joists, studs and accessories 16 gauge and heavier: ASTM A653, structural steel, zinc coated CP60, with a yield of 340 MPa (50 ksi) minimum.

B. Sheet Steel for joists, studs and accessories 18 gauge and lighter: ASTM A653, structural steel, zinc coated G90, with a yield of 230 MPa (33 ksi) minimum.

C. Galvanizing Repair Paint: MIL-P-21035B.

D. Nonmetallic, Non-shrink Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, Portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents, complying with ASTM C1107, with fluid consistency and a 30 minute working time.

2.2 WALL FRAMING

A. Steel Studs: Complying with ASTM C 955. Manufacturer’s standard C-shaped steel studs of web depth indicated, with lipped flanges, and complying with the following:

a. Minimum Base-Steel Thickness(uncoated): 0.84 mm (0.0329 inch)

b. Flange Width: 1-5/8 inches

2. Web: Punched.

B. Steel Track: Manufacturer’s standard U-shaped steel track, unpunched, of web depths indicated, with straight flanges, and complying with the following:

1. Design Uncoated-Steel Thickness: Matching steel studs.

2. Flange Width: Manufacturer’s standard deep flange where indicated, standard flange elsewhere.

2.3 JOIST FRAMING

A. Steel Joists: Manufacturer’s standard C-shaped steel joists, unpunched, of web depths indicated, with lipped flanges, and complying with the following:

1. Minimum Base-Steel Thickness: 0.84 mm (0.0329 inch).

2. Design Thickness: 1.15 mm (0.0451 inch).

3. Flange Width: 41 mm (1 5/8 inches) minimum.

B. Steel Joist Track: Manufacturer’s standard U-shaped steel joist track, unpunched, of web depths indicated, with straight flanges, and complying with the following:

1. Design Thickness: Matching steel joists.

2. Flange Width: 41 mm (1 5/8-inches) minimum.

2.4 FRAMING ACCESSORIES

A. Fabricate steel framing accessories of the same material and finish used for framing members, with a minimum yield strength of 230 MPa (33 ksi).

B. Provide accessories of manufacturer’s standard thickness and configuration, unless otherwise indicated, as follows:

1. Supplementary framing.

2. Bracing, bridging, and solid blocking.

3. Web stiffeners.

4. Gusset plates.

5. Deflection track and vertical slide clips.

6. Stud kickers and girts.

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7. Joist hangers and end closures.

8. Reinforcement plates.

2.5 ANCHORS, CLIPS, AND FASTENERS

A. Steel Shapes and Clips: ASTM A36, zinc coated by the hot-dip process according to ASTM

A123.

B. Cast-in-Place Anchor Bolts and Studs: ASTM A307, Grade A, zinc coated by the hot-dip process according to ASTM A153.

C. Expansion Anchors: Fabricated from corrosion-resistant materials, with capability to sustain, without failure, a load equal to 5 times the design load, as determined by testing per ASTM E488 conducted by a qualified independent testing agency.

D. Power-Actuated Anchors: Fastener system of type suitable for application indicated, fabricated from corrosion-resistant materials, with capability to sustain, without failure, a load equal to 10 times the design load, as determined by testing per ASTM E1190 conducted by a qualified independent testing agency.

E. Mechanical Fasteners: Corrosion-resistant coated, self-drilling, self-threading steel drill screws.

Low-profile head beneath sheathing, manufacturer’s standard elsewhere.

2.6 REQUIREMENTS

A. Welding in accordance with AWS D1.3

B. Furnish members and accessories by one manufacturer only.

PART 3 - EXECUTION

3.1 FABRICATION

A. Framing components may be preassembled into panels. Panels shall be square with components attached.

B. Cut framing components squarely or as required for attachment. Cut framing members by sawing or shearing; do not torch cut.

C. Hold members in place until fastened.

D. Fasten cold-formed metal framing members by welding or screw fastening, as standard with fabricator. Wire tying of framing members is not permitted.

1. Comply with AWS requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work.

2. Locate mechanical fasteners and install according to cold-formed metal framing manufacturer’s instructions with screw penetrating joined members by not less than 3 exposed screw threads.

E. Where required, provide specified insulation in double header members and double jamb studs which will not be accessible after erection.

3.2 ERECTION

A. Handle and lift prefabricated panels in a manner as to not distort any member.

B. Securely anchor tracks to supports as shown.

C. At butt joints, securely anchor two pieces of track to same supporting member or butt-weld or splice together.

D. Plumb, align, and securely attach studs to flanges or webs of both upper and lower tracks.

E. All axially loaded members shall be aligned vertically to allow for full transfer of the loads down to the foundation. Vertical alignment shall be maintained at floor/wall intersections.

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F. Install jack studs above and below openings and as required to furnish support. Securely attach jack studs to supporting members.

G. Install headers in all openings that are larger than the stud spacing in that wall.

H. Attach bridging for studs in a manner to prevent stud rotation. Space bridging rows as shown.

I. Studs in one piece for their entire length, splices will not be permitted.

J. Provide a load distribution member at top track where joist is not located directly over bearing stud.

K. Provide joist bridging…