section 05120 -structural steel part 1 -general 1.1

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SECTION 05120 - STRUCTURAL STEEL

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and SupplementaryConditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. Structural steel.2. Architecturally exposed structural steel.3. Grout.

B. Related Sections include the following:

1. Division 1 Section "Quality Requirements" for independent testing agency proceduresand administrative requirements.

2. Division 5 Section "Steel Deck" for field installation of shear connectors.3. Division 5 Section "Metal Fabrications" for miscellaneous steel fabrications not

defined as structural steel.

1.3 DEFINITIONS

A. Structural Steel: Elements of structural-steel frame, as classified by AISC's "Code ofStandard Practice for Steel Buildings and Bridges," that support design loads.

B. Architecturally Exposed Structural Steel: Structural steel designated as architecturallyexposed structural steel in the Contract Documents.

1.4 PERFORMANCE REQUIREMENTS

A. Connections: Provide details of simple shear connections required by the ContractDocuments to be selected or completed by structural-steel fabricator to withstand ASD-service loads indicated and comply with other information and restrictions indicated.

1. Select and complete connections using schematic details indicated and AISC's"Manual of Steel Construction, Allowable Stress Design," Part 4.

2. Engineering Responsibility: Fabricator's responsibilities include using a qualifiedprofessional engineer to prepare structural analysis data for structural-steelconnections.

B. Construction: Type 1, rigid frame.

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1 SUBMITTALS

B. Product Data: For each type of product indicated.

C. Shop Drawings: Show fabrication of structural-steel components.

1. Include details of cuts, connections, splices, camber, holes, and other pertinent data.2. Include embedment drawings.3. Indicate welds by standard AWS symbols, distinguishing between shop and field

welds, and show size, length, and type of each weld.4. Indicate type, size, and length of bolts, distinguishing between shop and field bolts.

Identify pretensioned and slip-critical high-strength bolted connections.5. For structural-steel connections, include structural analysis data signed and sealed by

the qualified professional engineer responsible for their preparation.

D. Welding certificates.

E. Qualification Data: For Installer, fabricator.

F. Mill Test Reports: Signed by manufacturers certifying that the following products complywith requirements:

1. Structural steel including chemical and physical properties.2. Bolts, nuts, and washers including mechanical properties and chemical analysis.3. Direct-tension indicators.4. Tension-control, high-strength bolt-nut-washer assemblies.5. Shear stud connectors.6. Shop primers.7. Nonshrink grout.

G. Source quality-control test reports.

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B.

QUALITY ASSURANCE

Installer Qualifications: A qualified installer who participates in the AISC QualityCertification Program and is designated an AISC-Certified Erector, Category CSE.

C. Fabricator Qualifications: A qualified fabricator who participates in the AISC QualityCertification Program and is designated an AISC-Certified Plant, Category Cbd.

D. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural WeldingCode--Steel."

E. Comply with applicable provisions of the following specifications and documents:

1. AISC's "Code of Standard Practice for Steel Buildings and Bridges."2. AISC's "Seismic Provisions for Structural Steel Buildings" and "Supplement No. 2."3. AISC's "Specification for Structural Steel Buildings--Allowable Stress Design and

Plastic Design."4. AISC's "Specification for the Design of Steel Hollow Structural Sections."5. AISC's "Specification for Allowable Stress Design of Single-Angle Members."6. RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

F. Mockups: Build mockups of architecturally exposed structural steel to set quality standardsfor fabrication and installation.

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1 Coordinate finish painting requirements with Division 9 painting Sections.2 Approved mockups may become part of the completed Work if undisturbed at time of

Substantial Completion.

A. Preinstallation Conference: Conduct conference at Project site to comply with requirementsin Division 1 Section "Project Management and Coordination."

2.2 DELIVERY, STORAGE, AND HANDLING

A. Store materials to permit easy access for inspection and identification. Keep steel membersoff ground and spaced by using pallets, dunnage, or other supports and spacers. Protect steelmembers and packaged materials from erosion and deterioration.

1. Store fasteners in a protected place. Clean and relubricate bolts and nuts that becomedry or rusty before use.

2. Do not store materials on structure in a manner that might cause distortion, damage,or overload to members or supporting structures. Repair or replace damaged materialsor structures as directed.

2.3 COORDINATION

A. Furnish anchorage items to be embedded in or attached to other construction withoutdelaying the Work. Provide setting diagrams, sheet metal templates, instructions, anddirections for installation.

PART 2 - PRODUCTS

I. STRUCTURAL-STEEL MATERIALS

W-Shapes: ASTM A 572/A 572M.

Channels, Angles, M-Shapes: ASTM A 572/A 572M.

Plate and Bar: ASTM A 572/A 572M.

Cold-Formed Hollow Structural Sections: ASTM A 500, Grade B, structural tubing.

Steel Pipe: ASTM A 53/A 53M, Type E or S, Grade B.

Weight Class: Double-extra strong.Finish: Galvanized.

Medium-Strength Steel Castings: ASTM A 27/A 27M, Grade 65-35 (Grade 450-240),carbon steel.

High-Strength Steel Castings: ASTM A 148/A 148M, Grade 80-50 (Grade 550-345), carbonor alloy steel.

Welding Electrodes: Comply with AWS requirements.

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2.2 BOLTS, CONNECTORS, AND ANCHORS

A. High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavyhex steel structural bolts; ASTM A 563 (ASTM A 563M) heavy hex carbon-steel nuts; andASTM F 436 (ASTM F 436M) hardened carbon-steel washers.

1. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.2. Direct-Tension Indicators: ASTM F 959, Type 325 (ASTM F 959M, Type 8.8,)

compressible-washer type.

a. Finish: Mechanically deposited zinc coating, ASTM B 695, Class 50.

B. High-Strength Bolts, Nuts, and Washers: ASTM A 490 (ASTM A 490M), Type 1, heavyhex steel structural bolts or tension-control, bolt-nut-washer assemblies with splined ends;ASTM A 563 (ASTM A 563M) heavy hex carbon-steel nuts; and ASTM F 436 (ASTM F436M) hardened carbon-steel washers, plain.

1. Direct-Tension Indicators: ASTM F 959, Type 490 (ASTM F 959M,) Type 10.9,compressible-washer type, plain.

C. Tension-Control, High-Strength Bolt-Nut-Washer Assemblies: ASTM F 1852, Type 1,heavy hex head steel structural bolts with splined ends; ASTM A 563 (ASTM A 563M)heavy hex carbon-steel nuts; and ASTM F 436 (ASTM F 436M) hardened carbon-steelwashers.

1. Finish: Mechanically deposited zinc coating, ASTM B 695, Class 50.

D. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, cold-finished carbon steel; AWS D1.1, Type B.

E. Unheaded Anchor Rods: ASTM A 572/A 572M.

1. Configuration: Hooked.2. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel.3. Plate Washers: ASTM A 572/A 572M carbon steel.4. Washers: ASTM F 436 (ASTM F 436M) hardened carbon steel.5. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.

F. Headed Anchor Rods: ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6),straight.

1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel.2. Plate Washers: ASTM A 572/A 572M carbon steel.3. Washers: ASTM F 436 (ASTM F 436M) hardened carbon steel.4. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.

G. Threaded Rods: ASTM A 572/A 572M.

1. Nuts: ASTM A 563 (ASTM A 563M) heavy hex carbon steel.2. Washers: ASTM A 572/A 572M carbon steel.3. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.

H. Clevises, Turnbuckles: ASTM A 108, Grade 1035, cold-finished carbon steel.

I. Eye Bolts and Nuts: ASTM A 108, Grade 1030, cold-finished carbon steel.

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J. Sleeve Nuts: ASTM A 108, Grade 1018, cold-finished carbon steel.

3.5 PRIMER

A. Galvanizing Repair Paint: MPI#18, MPI#19, or SSPC-Paint 20.

3.6 GROUT

A. Cement Grout: Portland cement, ASTM C 150, Type I; and clean, natural sand, ASTM C404, Size No. 2. Mix at ratio of 1 part cement to 2-1/2 parts sand, by volume, with minimumwater required for placement and hydration.

B. Metallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, metallic aggregategrout, mixed with water to consistency suitable for application and a 30-minute workingtime.

C. Nonmetallic, Shrinkage-Resistant Grout: ASTM C 1107, factory-packaged, nonmetallicaggregate grout, noncorrosive, nonstaining, mixed with water to consistency suitable forapplication and a 30-minute working time.

2.5 FABRICATION

A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricateaccording to AISC's "Code of Standard Practice for Steel Buildings and Bridges" andAISC's "Specification for Structural Steel Buildings--Allowable Stress Design and PlasticDesign."

1. Camber structural-steel members where indicated.2. Identify high-strength structural steel according to ASTM A 6/ A 6M and maintain

markings until structural steel has been erected.3. Mark and match-mark materials for field assembly.4. Complete structural-steel assemblies, including welding of units, before starting

shop-priming operations.

B. Architecturally Exposed Structural Steel: Comply with fabrication requirements, includingtolerance limits, of AISC's "Code of Standard Practice for Steel Buildings and Bridges" forstructural steel identified as architecturally exposed structural steel.

1. Fabricate with exposed surfaces smooth, square, and free of surface blemishesincluding pitting, rust, scale, seam marks, roller marks, rolled trade names, androughness.

2. Remove blemishes by filling or grinding or by welding and grinding, before cleaning,treating, and shop priming.

C. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1. Plane thermally cut edges to be welded to comply with requirements in AWS D1.1.

D. Bolt Holes: Cut, drill, mechanically thermal cut, or punch standard bolt holes perpendicularto metal surfaces.

E. Finishing: Accurately finish ends of columns and other members transmitting bearing loads.

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F. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shearconnectors. Use automatic end welding of headed-stud shear connectors according to AWSD1.1 and manufacturer's written instructions.

G. Steel Wall-Opening Framing: Select true and straight members for fabricating steel wall-opening framing to be attached to structural steel. Straighten as required to provide uniform,square, and true members in completed wall framing.

H. Holes: Provide holes required for securing other work to structural steel and for passage ofother work through steel framing members.

1. Cut, drill, or punch holes perpendicular to steel surfaces. Do not thermally cut boltholes or enlarge holes by burning.

2. Base-Plate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicularto steel surfaces.

3. Weld threaded nuts to framing and other specialty items indicated to receive otherwork.

2.6 SHOP CONNECTIONS

A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification forStructural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of jointspecified.

1. Joint Type: Snug tightened.

B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications,tolerances, appearance, and quality of welds and for methods used in correcting weldingwork.

1. Remove backing bars or runoff tabs, back gouge, and grind steel smooth.2. Assemble and weld built-up sections by methods that will maintain true alignment of

axes without exceeding tolerances of AISC's "Code of Standard Practice for SteelBuildings and Bridges" for mill material.

3. Verify that weld sizes, fabrication sequence, and equipment used for architecturallyexposed structural steel will limit distortions to allowable tolerances. Prevent weldshow-through on exposed steel surfaces.

a. Grind butt welds flush.b. Grind or fill exposed fillet welds to smooth profile. Dress exposed welds.

2.7 SHOP PRIMING

A. Shop prime steel surfaces except the following:

1. Surfaces embedded in concrete or mortar. Extend priming of partially embeddedmembers to a depth of 2 inches (50 mm).

2. Surfaces to be field welded.3. Surfaces to be high-strength bolted with slip-critical connections.4. Surfaces to receive sprayed fire-resistive materials.5. Galvanized surfaces.

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B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale andspatter, slag, or flux deposits. Prepare surfaces according to the following specifications andstandards:1. SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."

C. Powder-Coated Finish: Immediately after cleaning, apply manufacturer's standardthermosetting TGIC polyester, polyester urethane, or acrylic urethane powder coating with acured film thickness not less than 1.5 mils (0.04 mm)complying with powder-coatingmanufacturer's written instructions for cleaning, conversion coating, and powder coating.

a. Color: As selected by Architect from manufacturer's full range.

2.8 GALVANIZING

A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steelaccording to ASTM A 123/ A 123M.

1. Fill vent holes and grind smooth after galvanizing.

2.9 SOURCE QUALITY CONTROL

A. Owner will engage an independent testing and inspecting agency to perform shop tests andinspections and prepare test reports.

1. Provide testing agency with access to places where structural-steel work is beingfabricated or produced to perform tests and inspections.

B. Correct deficiencies in Work that test reports and inspections indicate does not comply withthe Contract Documents.

C. Bolted Connections: Shop-bolted connections will be tested and inspected according toRCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

D. Welded Connections: In addition to visual inspection, shop-welded connections will betested and inspected according to AWS D1.1 and the following inspection procedures, attesting agency's option:

1. Liquid Penetrant Inspection: ASTM E 165.2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished

weld. Cracks or zones of incomplete fusion or penetration will not be accepted.3. Ultrasonic Inspection: ASTM E 164.4. Radiographic Inspection: ASTM E 94.

E. In addition to visual inspection, shop-welded shear connectors will be tested and inspectedaccording to requirements in AWS D1.1 for stud welding and as follows:

1. Bend tests will be performed if visual inspections reveal either a less-than-continuous360-degree flash or welding repairs to any shear connector.

2. Tests will be conducted on additional shear connectors if weld fracture occurs onshear connectors already tested, according to requirements in AWS D1.1.

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PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify elevations of concrete- and masonry-bearing surfaces and locations of anchor rods,bearing plates, and other embedments, with steel erector present, for compliance withrequirements.

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

3.2 PREPARATION

A. Provide temporary shores, guys, braces, and other supports during erection to keep structuralsteel secure, plumb, and in alignment against temporary construction loads and loads equalin intensity to design loads. Remove temporary supports when permanent structural steel,connections, and bracing are in place, unless otherwise indicated.

1. Do not remove temporary shoring supporting composite deck construction until cast-in-place concrete has attained its design compressive strength.

3.3 ERECTION

A. Set structural steel accurately in locations and to elevations indicated and according toAISC's "Code of Standard Practice for Steel Buildings and Bridges" and "Specification forStructural Steel Buildings--Allowable Stress Design and Plastic Design."

B. Base and Bearing Plates: Clean concrete- and masonry-bearing surfaces of bond-reducingmaterials, and roughen surfaces prior to setting base and bearing plates. Clean bottomsurface of base and bearing plates.

1. Set base and bearing plates for structural members on wedges, shims, or setting nutsas required.

2. Weld plate washers to top of base plate.3. Snug-tighten anchor rods after supported members have been positioned and

plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edgeof base or bearing plate before packing with grout.

4. Promptly pack grout solidly between bearing surfaces and base or bearing plates sono voids remain. Neatly finish exposed surfaces; protect grout and allow to cure.Comply with manufacturer's written installation instructions for shrinkage-resistantgrouts.

C. Maintain erection tolerances of structural steel and architecturally exposed structural steelwithin AISC's "Code of Standard Practice for Steel Buildings and Bridges."

D. Align and adjust various members forming part of complete frame or structure beforepermanently fastening. Before assembly, clean bearing surfaces and other surfaces that willbe in permanent contact with members. Perform necessary adjustments to compensate fordiscrepancies in elevations and alignment.

1. Level and plumb individual members of structure.2. Make allowances for difference between temperature at time of erection and mean

temperature when structure is completed and in service.

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E. Splice members only where indicated.

F. Remove erection bolts on welded, architecturally exposed structural steel; fill holes withplug welds; and grind smooth at exposed surfaces.

G. Do not use thermal cutting during erection unless approved by Engineer. Finish thermallycut sections within smoothness limits in AWS D1.1.

H. Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that mustbe enlarged to admit bolts.

3.4 FIELD CONNECTIONS

A. High-Strength Bolts: Shop install high-strength bolts according to RCSC's "Specification forStructural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of jointspecified.

1. Joint Type: Snug tightened.

B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications,tolerances, appearance, and quality of welds and for methods used in correcting weldingwork.

1. Comply with AISC's "Code of Standard Practice for Steel Buildings and Bridges" and"Specification for Structural Steel Buildings--Allowable Stress Design and PlasticDesign" for bearing, adequacy of temporary connections, alignment, and removal ofpaint on surfaces adjacent to field welds.

2. Remove backing bars or runoff tabs, back gouge, and grind steel smooth.3. Assemble and weld built-up sections by methods that will maintain true alignment of

axes without exceeding tolerances of AISC's "Code of Standard Practice for SteelBuildings and Bridges" for mill material.

4. Verify that weld sizes, fabrication sequence, and equipment used for architecturallyexposed structural steel will limit distortions to allowable tolerances. Prevent weldshow-through on exposed steel surfaces.

a. Grind butt welds flush.b. Grind or fill exposed fillet welds to smooth profile. Dress exposed welds.

3.5 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified independent testing and inspecting agencyto inspect field welds and high-strength bolted connections.

B. Bolted Connections: Shop-bolted connections will be tested and inspected according toRCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

C. Welded Connections: Field welds will be visually inspected according to AWS D1.1.

1. In addition to visual inspection, field welds will be tested according to AWS D1.1and the following inspection procedures, at testing agency's option:

a. Liquid Penetrant Inspection: ASTM E 165.

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b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and onfinished weld. Cracks or zones of incomplete fusion or penetration will not beaccepted.

c. Ultrasonic Inspection: ASTM E 164.d. Radiographic Inspection: ASTM E 94.

D. Correct deficiencies in Work that test reports and inspections indicate does not comply withthe Contract Documents.

3.6 REPAIRS AND PROTECTION

A. Repair damaged galvanized coatings on galvanized items with galvanized repair paintaccording to ASTM A 780 and manufacturer's written instructions.

B. Touchup Painting: After installation, promptly clean, prepare, and prime or reprime fieldconnections, rust spots, and abraded surfaces of prime-painted joists and accessories,bearing plates, and abutting structural steel.

1. Clean and prepare surfaces by SSPC-SP 2 hand-tool cleaning or SSPC-SP 3 power-tool cleaning.

2. Apply a compatible primer of same type as shop primer used on adjacent surfaces.

C. Touchup Painting: Cleaning and touchup painting are specified in Division 9 paintingSections.

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SECTION 05310 - STEEL DECK

PART 1 - GENERAL

1.5 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and SupplementaryConditions and Division 1 Specification Sections, apply to this Section.

1.6 SUMMARY

A. This Section includes the following:

1. Roof deck.2. Noncomposite form deck.

B. Related Sections include the following:

1. Division 3 Section "Cast-in-Place Concrete" for concrete fill and reinforcing steel.2. Division 5 Section "Structural Steel" for shop-welded shear connectors.

1.7 SUBMITTALS

A. Product Data: For each type of deck, accessory, and product indicated.

B. Shop Drawings: Show layout and types of deck panels, anchorage details, reinforcingchannels, pans, deck openings, special jointing, accessories, and attachments to otherconstruction.

C. Product Certificates: Signed by steel deck manufacturers certifying that products furnishedcomply with requirements.

D. Welding Certificates: Copies of certificates for welding procedures and personnel.

E. Product Test Reports: From a qualified testing agency indicating that each of the followingcomplies with requirements, based on comprehensive testing of current products:

1. Mechanical fasteners.2. Acoustical roof deck.

F. Research/Evaluation Reports: Evidence of steel deck's compliance with building code ineffect for Project, from a model code organization acceptable to authorities havingjurisdiction.

1.8 QUALITY ASSURANCE

A. Installer Qualifications: An experienced installer who has completed steel deck similar inmaterial, design, and extent to that indicated for this Project and whose work has resulted inconstruction with a record of successful in-service performance.

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G. Testing Agency Qualifications: An independent testing agency, acceptable to authoritieshaving jurisdiction, qualified according to ASTM E 329 to conduct the testing indicated, asdocumented according to ASTM E 548.

H. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural WeldingCode--Steel," and AWS D1.3, "Structural Welding Code--Sheet Steel."

I. Fire-Test-Response Characteristics: Where indicated, provide steel deck units identical tothose steel deck units tested for fire resistance per ASTM E 119 by a testing and inspectionagency acceptable to authorities having jurisdiction.

1. Fire-Resistance Ratings: Indicated by design designations from UL's "Fire ResistanceDirectory" or from the listings of another testing and inspecting agency.

2. Steel deck units shall be identified with appropriate markings of applicable testingand inspecting agency.

J. AISI Specifications: Calculate structural characteristics of steel deck according to AISI's"Specification for the Design of Cold-Formed Steel Structural Members."

1.6 DELIVERY, STORAGE, AND HANDLING

A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage,and handling.

B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with awaterproof covering and ventilate to avoid condensation.

1.7 COORDINATION

A. Coordinate layout and installation of trench headers, preset inserts, duct fittings, and othercomponents specified in Division 16 Section "Underfloor Raceway" with installation ofcellular metal floor deck.

PART 2 - PRODUCTS

2.2 ROOF DECK

A. Steel Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with"SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 29, andthe following:1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33

(230), G90 (Z275) zinc coating.2. Deck Profile: Type NR, narrow rib.3. Profile Depth: As indicated.4. Design Uncoated-Steel Thickness: As indicated.5. Span Condition: As indicated.6. Side Laps: Overlapped or interlocking seam at Contractor's option.

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2.4 COMPOSITE FLOOR DECK

A. Composite Steel Floor Deck: Fabricate panels, with integrally embossed or raised patternribs and interlocking side laps, to comply with "SDI Specifications and Commentary forComposite Steel Floor Deck," in SDI Publication No. 29, the minimum section propertiesindicated, and the following:1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33

(230), G90 (Z275) zinc coating.2. Profile Depth: As indicated.3. Design Uncoated-Steel Thickness: .As indicated4. Span Condition: As indicated.

2.5 NONCOMPOSITE FORM DECK

A. Noncomposite Steel Form Deck: Fabricate ribbed-steel sheet noncomposite form deckpanels to comply with "SDI Specifications and Commentary for Noncomposite Steel FormDeck," in SDI Publication No. 29, the minimum section properties indicated, and thefollowing:1. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade , G90

(Z275) zinc coating.2. Profile Depth: .As indicated3. Design Uncoated-Steel Thickness: .As indicated4. Span Condition: As indicated.5. Side Laps: Overlapped or interlocking seam at Contractor's option.

2.6 ACCESSORIES

A. General: Provide manufacturer's standard accessory materials for deck that comply withrequirements indicated.

B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumaticallydriven carbon-steel fasteners; or self-drilling, self-threading screws.

C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steelscrews, No. 10 (4.8 mm) minimum diameter.

D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber.

E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of33,000 psi (230 MPa), not less than 0.0359-inch (0.91-mm) design uncoated thickness, ofsame material and finish as deck; of profile indicated or required for application.

F. Steel Sheet Accessories: Steel sheet, of same material, finish, and thickness as deck, unlessotherwise indicated.

G. Pour Stops and Girder Fillers: Steel sheet, minimum yield strength of 33,000 psi (230 MPa),of same material and finish as deck, and of thickness and profile recommended by SDIPublication No. 29 for overhang and slab depth.

H. Column Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of samematerial, finish, and thickness as deck, unless otherwise indicated.

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J. Piercing Hanger Tabs: Piercing steel sheet hanger attachment devices for use with floordeck.

K. Weld Washers: Uncoated steel sheet, shaped to fit deck rib, 0.0747 inch (1.90 mm) thick,with factory-punched hole of 3/8-inch (9.5-mm) minimum diameter.

L. Flat Sump Plate: Single-piece steel sheet, 0.0747 inch (1.90 mm) thick, of same materialand finish as deck. For drains, cut holes in the field.

M. Shear Connectors: ASTM A 108, Grades 1010 through 1020 headed stud type, cold-finishedcarbon steel, AWS D1.1, Type B, with arc shields.

N. Galvanizing Repair Paint: SSPC-Paint 20 or DOD-P-21035, with dry film containing aminimum of 94 percent zinc dust by weight.

O. Repair Paint: Lead- and chromate-free rust-inhibitive primer complying with performancerequirements of FS TT-P-664.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine supporting frame and field conditions for compliance with requirements forinstallation tolerances and other conditions affecting performance.

3.2 INSTALLATION, GENERAL

A. Install deck panels and accessories according to applicable specifications and commentaryin SDI Publication No. 29, manufacturer's written instructions, and requirements in thisSection.

B. Install temporary shoring before placing deck panels, if required to meet deflectionlimitations.

C. Locate decking bundles to prevent overloading of supporting members.

D. Place deck panels on supporting frame and adjust to final position with ends accuratelyaligned and bearing on supporting frame before being permanently fastened. Do not stretchor contract side-lap interlocks.

E. Place deck panels flat and square and fasten to supporting frame without warp or deflection.

F. Cut and neatly fit deck panels and accessories around openings and other work projectingthrough or adjacent to decking.

G. Provide additional reinforcement and closure pieces at openings as required for strength,continuity of decking, and support of other work.

H. Comply with AWS requirements and procedures for manual shielded metal arc welding,appearance and quality of welds, and methods used for correcting welding work.

I. Mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanicalfasteners and install according to deck manufacturer's written instructions.

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3.3 ROOF DECK INSTALLATION

A. Fasten roof deck panels to steel supporting members by arc spot (puddle) welds of thesurface diameter indicated or arc seam welds with an equal perimeter, but not less than 1-1/2 inches (38 mm) long, and as follows:

1. Weld Diameter: 3/4 inch (19 mm), nominal.2. Weld Spacing: Weld edge and interior ribs of deck units with a minimum of two

welds per deck unit at each support. Space welds 18 inches (450 mm) apart,maximum.

3. Weld Washers: Install weld washers at each weld location.

B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panelsbetween supports, at intervals not exceeding the lesser of 1/2 of the span or 18 inches (450mm), and as follows:

1. Mechanically fasten with self-drilling No. 10 (4.8-mm-) diameter or larger carbon-steel screws.

C. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2inches (38 mm), with end joints as follows:

1. End Joints: Butted.

D. Roof Sump Pans and Sump Plates: Install over openings provided in roof decking and weldflanges to top of deck. Space welds not more than 12 inches (305 mm) apart with at least 1weld at each corner.

E. Miscellaneous Roof Deck Accessories: Install ridge and valley plates, finish strips, coverplates, end closures, and reinforcing channels according to deck manufacturer's writteninstructions. Weld to substrate to provide a complete deck installation.

F. Flexible Closure Strips: Install flexible closure strips over partitions, walls, and whereindicated. Install with adhesive according to manufacturer's written instructions to ensurecomplete closure.

3.4 FLOOR DECK INSTALLATION

A. Fasten floor deck panels to steel supporting members by arc spot (puddle) welds of thesurface diameter indicated and as follows:

1. Weld Diameter: 3/4 inch (19 mm), nominal.2. Weld Spacing: Weld edge ribs of panels at each support. Space additional welds an

average of 12 inches (305 mm) apart, but not more than 18 inches (457 mm) apart.3. Weld Washers: Install weld washers at each weld location.

B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panelsbetween supports, at intervals not exceeding the lesser of 1/2 of the span or 36 inches (910mm), and as follows:

1. Mechanically fasten with self-drilling No. 10 (4.8-mm-) diameter or larger carbon-steel screws.

C. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2inches (38 mm), with end joints as follows:

Masterspec (1998) Division 05

1. End Joints: Butted.Metals

D. Shear Connectors: Weld shear connectors through deck to supporting frame according to AWSD1.1 and manufacturer's written instructions. Butt end joints of deck panels; do not overlap.Remove and discard arc shields after welding shear connectors.

E. Pour Stops and Girder Fillers: Weld steel sheet pour stops and girder fillers to supporting structureaccording to SDI recommendations, unless otherwise indicated.

F. Floor Deck Closures: Weld steel sheet column closures, cell closures, and Z-closures to deck,according to SDI recommendations, to provide tight-fitting closures at open ends of ribs and sidesof decking. Weld cover plates at changes in direction of floor deck panels, unless otherwiseindicated.

G. Install piercing hanger tabs not more than 14 inches (355 mm) apart in both directions, within 9inches (228 mm) of walls at ends, and not more than 12 inches (305 mm) from walls at sides,unless otherwise indicated.

3.7 FIELD QUALITY CONTROL

A. Testing: Owner will engage a qualified independent testing agency to perform field quality-control testing.

B. Field welds will be subject to inspection.

C. Shear connector stud welds will be inspected and tested according to AWS D1.1 for stud weldingand as follows:

1. Shear connector stud welds will be visually inspected.2. Bend tests will be performed if visual inspections reveal less than a full 360-degree flash or

welding repairs to any shear connector stud.3. Tests will be conducted on additional shear connector studs if weld fracture occurs on shear

connector studs already tested according to AWS D1.1.

D. Testing agency will report test results promptly and in writing to Contractor and Architect.

E. Remove and replace work that does not comply with specified requirements.

F. Additional testing and inspecting, at Contractor's expense, will be performed to determinecompliance of corrected work with specified requirements.

3.8 REPAIRS AND PROTECTION

A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deckwith galvanized repair paint according to ASTM A 780 and manufacturer's written instructions.

B. Provide final protection and maintain conditions to ensure that steel deck is without damage ordeterioration at time of Substantial Completion.

END OF SECTION 05310

Tender Specifications Metals

SECTION 05510

METAL STAIRS

PART 1 GENERAL

1.01 SECTION INCLUDES

A. This section includes internal and external shop fabricated pre assembled steel stairs withintegral handrails and ballustrades shop primed and painted or finished as shown on thedrawings and Contract Documents including but not limited to the following:-

1. Steel stair frame of structural sections, with open risers.

2. Open grate stair treads and landings.

3. Integral balusters and straight and curved handrailing.

4. Glazed ballustrades.

5. Anchors, Brackets, Accessories and Fixings.

1.02 RELATED SECTIONS

A. Section 01300 Submittals.

B. Section 05120 Structural Steel.

C. Section 05520 Handrails and Railings.

D. Section 05500 Miscellaneous Metal.

E. Section 05050 Metal Fastenings.

F. Section 09900 Painting.

1.03 REFERENCES

A. American National Standards Institute:

1. ANSI A 117.1 Accessible and Usable Building and Facilities.

B. American Society for Testing and Materials:

1. ASTM A 36M Carbon Structural Steel.

2. ASTM A 53 Hot Dipped, Zinc-coated Welded and Seamless Steel Pipe.

3. ASTM A 123 Zinc Coating (Hot Dip Galvanized) on Iron and Steel Products.

4. ASTM A 167 Stainless steel Heat Resistant Chromium-Nickel Steel Plate Sheet andStrip.

TENDER DOCUMENTSSpecifications

DIVISION 05Metals

5. ASTM A 269 Seamless and Welded Austenitic Stainless Steel Tubing.

6. ASTM A 283 Carbon Steel Plates, Shapes and Bars.

7. ASTM A 312 M Seamless and Welded Austenitic Stainless Steel Pipe.

8. ASTM A 480 M General Requirements for Flat Rolled Stainless Steel Plate Sheetand Strip.

9. ASTM A 484 M General Requirements for Flat Rolled Stainless Steel Sheet, Strip,Billets and Forgings.

10. ASTM A 500 Steel Tubing.

11. ASTM A 501 Hot Formed Welded & Seamless Carbon Steel Structural Tubing.

12. ASTM A 513 Type 5 Steel Tubing.

13. ASTM A 536 M General Requirement for Steel Carbon and High Strength LowAlloy Hot Rolled Steel Sheets and Cold Rolled Sheets.

14. ASTM A 569 Steel Sheet.

15. ASTM A 570 Steel Sheet Type E, Grade A Standard Weight Black Finish.

16. ASTM A 611 Steel Cold Rolled Sheets, Carbon, Structures.

17. ASTM A 666 Austenitic Stainless Steel Sheet Strip Plate and Flat Bar.

18. ASTM B 177 Chromium Electroplating on Steel for Engineering Use.

19. ASTM E 935 Test Methods for Performance of Permanent Metal Railing Systemsand Rails for Buildings.

20. ASTM E 985 Permanent Metal Railing Systems and Rails for Buildings.

21. ASTM F 593 Stainless Steel Bolts, Hex Cap Screws and Studs.

22. ASTM F 594 Stainless Steel Nuts.

C. American Institute of Steel Construction:

1. AISC S 326 Design Fabrication and Erection of Structural Steel for Building.

D. American Welding Society:

1. AWS D1.1 Structural Welding Code – Steel.

2. AWS A 2.4 Standard Symbols for Welding, Brazing, and NondestructiveExamination.


DIVISION 05Metals

E. National Association of Architectural Metal Manufacturers (NAAMM):

1. NAAMM AMP 510 Metal Stairs Manual.

2. NAAMM MBG 531 Metal Bar Grating Manual.

F. The Society of Protective Coating (SSPC):

1. SSPC Steel Structures Painting Manual.

2. SSPC SP1 Solvent Cleaning.

3. SSPC SP 10 Near – White Blast Cleaning.

4. SSPC Paint 20 Zinc – Rich Primers (Type I – Inorganic and Type II – Organic).

1.04 DESIGN REQUIREMENTS

A. Fabricate stair assembly to support a uniform live load of 2.4 KN/m² with deflection ofstringer or landing framing not to exceed 1/240 of span.

B. Railing assembly, wall rails, and attachments to resist lateral force of 0.5 KN at any pointwithout damage or permanent set.

1.05 SUBMITTALS

A. Comply with Section 01300.

B. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage,size and type of fasteners, and accessories.

C. Shop Drawings: Indicate welded connections using AWS A 2.0 welding symbols. Indicatenet weld lengths.

D. Samples: Submit one sample showing typical radius of painted galvanized steel.

E. Design Data: Submit design calculations.

1.06 QUALITY ASSURANCE

A. Perform work in accordance with ASTM E 985.

B. Welder’s Certificates: Submit under provisions of Section 01300, certifying weldersemployed on the work. Verifying AWS qualification within previous 12 months.

1.07 FIELD MEASUREMENTS.

A. Verify field measurements prior to fabrication.


DIVISION 05Metals

PART 2 PRODUCTS

2.01 PRODUCTS

A. Handrail Wall Brackets: Unless otherwise indicated, malleable iron, 65 mm diameter wallplate; center of rail 75 mm from face of wall.

B. Stair Nosing for Steel Pan Stairs with Concrete Filled Stairs - 2 Piece: Sub-channel forinstallation during concrete placement and abrasive tread plate for installation in final stagesof construction.

1. Factory install temporary protective board in sub-channel for protection duringconstruction. Seal ends of sub-channel using heavy duty tape to eliminate concreteinfiltration and staining. Construct sub-channels and abrasive carrying plates ofextruded aluminum with mill finish.

2. Include concealed concrete anchors and tread plate securing screws. Protectembedded items with heavy coating of factory applied clear lacquer.

3. Acceptable manufacturer’s and products or equal and approved:

a. Balco Inc.: Balco Two Component Stair Nosing, No. XH 330.

C. Gate Spring Pivot Hinge: Surface mounted, malleable iron, with anti-friction bearing,allowing spring tension adjustment after installation.

1. Acceptable manufacturers and products, or equal and approved:

a. McKinney Manufacturing Co.

b. Bommer Industries, Inc.

2.02 STEEL RAILING SYSTEM

A. Steel Sections and Tubing: All materials in hot rolled steel plates and sections shall be inaccordance with ASTM A 501 and shall be grade A unless otherwise indicated on theDrawings.

B. Stainless Steel: Materials shall be as ASTM 480 M, ASTM A 167 and ASTM A 276 typeA2/304/306.

C. Steel Plates: ASTM A 283, type 302 or 304.

D. Steel Pipe: ASTM A 53, Grade B Schedule 40.

E. Rails and Posts: 50 mm diameter steel tubing pipe; welded joints.

F. Posts: 50 mm diameter steel tubing pipe; welded joints.

G. Fittings: Elbows, T-shapes, wall brackets, escutcheons; cast machined steel.

H. Mounting: Adjustable brackets and flanges, for bolting to concrete and masonry.


DIVISION 05Metals

I. Exposed Fasteners: Flush countersunk screws or bolts; consistent with design of railing.

J. Splice Connectors: Steel welding collars.

K. Galvanizing: To ASTM A 123, provide minimum 600 g/sq m galvanized coating.

L. Stainless Steel: To ASTM A 480; Type 304/306.

M. Handrail: 50 mm diameter polished stainless steel.

N. Fixings: To manufacturer's detail, polished stainless steel or brass covering where exposed.

2.03 WELDING MATERIALS:

A. Metal arc welding of steel shall comply with AWS D1.1, D1.2 and D1.3. Electrodes formanual metal arc welding shall comply with AWS D1.1. Automatic welding processes shalldeposit weld metal complying with AWS D1.1.

B. Tungsten arc welding of aluminum shall be in accordance with AWS D1.3. All materialsused in welding or brazing shall be compatible with the parent alloys which are being joined.The corrosion resistant properties and strength of the alloys shall not be unduly impaired bythe process of welding and care shall be taken to avoid high residual welding stresses.

C. Electrodes used shall give a weld deposit having mechanical properties not less than theminimum specified for the parent metal. All electrodes shall be used strictly in accordancewith the manufacturer's recommendations.

D. The storage of the consumable materials shall comply with the recommendations of therespective manufacturer and shall be in accordance with the best modern practice.

E. The Contractor's attention is drawn to the necessity for keeping basic electrodes dry. On site,the electrodes should be kept in heated portable quivers and only used when still warm.

F. The storage of wire for automatic and semi-automatic welding processes shall be such as toavoid the formation of deleterious materials on the wire.

G. The Engineer shall have the right to inspect and approve the storage arrangements and mayreject any materials which have been damaged or are considered unsuitable for any reason.

2.04 FABRICATION - GENERAL

A. Fit and shop assemble components in largest practical sections, for delivery to site.

B. Fabricate components with joints tightly fitted and secured. Provide spigots and sleeves toaccommodate site assembly and installation.

C. Continuously seal joined pieces by continuous welds.

D. Provide anchors, plates angles required for connecting railings to structure.

E. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located;consistent with design of component, except where specifically noted otherwise.


DIVISION 05Metals

F. Supply components required for anchorage of fabrications. Fabricate anchors and relatedcomponents of same material and finish as fabrication, except where specifically notedotherwise.

G. Exterior Components: Continuously seal joined pieces by intermittent welds and plasticfiller. Continuous welds. Drill condensate drainage holes at bottom of members at locationsthat will not encourage water intrusion.

H. Interior Components: Continuously seal joined pieces by intermittent welds and plasticfiller. Continuous welds.

I. Grind exposed joints flush and smooth with adjacent finish surface. Make exposed jointsbutt tight, flush, and hairline. Ease exposed edges to small uniform radius.

J. Accurately form components to suit stairs and landings, to each other and to buildingstructure.

K. Accommodate for expansion and contraction of members and building movement withoutdamage to connections or members.

L. Use factory formed bends and elbows free from necking and distortions.

2.05 FABRICATION - STAIRS AND LANDINGS

A. Design and fabricate steel stairs to comply with recommendations of NAAMM Metal StairManual.

B. Form treads with minimum 6 mm thick open grate; prime paint galvanized finish. Bolt tostringer support clips.

C. Use member sizes as defined by manufacturer in accordance with the design criteria laid outin this specification.

D. Steel Stair Fabrication: Fabricate to dimension requirements and configuration indicated.

1. NAAMM classification: Commercial Class.

2. Design loading:

a. Design and fabricate stairs, landings, and component connections to support2

live loads of not less than 488kg/m1/360 of span.

creating a deflection not to exceed

b. Design and fabricate treads to support a concentrated load of 1465kg/m2 ona 100 mm square area centered on tread length.

c. Design and fabricate integral railings and component connections to becapable of resisting a load of 976kg/m2 concentrated load applied in anydirection at any point on the top rail and a vertical and horizontal thrust of75kg/m applied to the top railing without permanent set or damage. The twoloads are not cumulative.

3. Stringers: Profile and sizing by fabricator using either channel or steel plate unlessotherwise indicated.


DIVISION 05Metals

4. Treads and risers:

a. Metal thickness: Not less than 1.5 mm.b. Treads: Bent steel subtreads to receive concrete fill where shown on

drawings.c. Risers: Complete with formed nosings and sanitary cove. Delete sanitary

cove when resilient treads and risers will be installed.d. Design similar to NAAMM Stair Manual, Figure No. 6.

E. Railings and Handrails: Fabricate railings as shown from 32 mm schedule 40 pipe (outsidediameter 42 mm) and 13 mm square steel pickers.

PART 3 EXECUTION

3.01 EXAMINATION

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

3.02 PREPARATION

A. Clean and strip primed steel items to bare metal where site welding is required.

B. Supply items required to be cast into concrete and embedded in masonry with settingtemplates.

3.03 INSTALLATION

A. Install components plumb and level, accurately fitted, free from distortion or defects.

B. Provide anchors, plates, angles, hangers and struts required for connecting stairs to structure.

C. Allow for erection loads, and for sufficient temporary bracing to maintain true alignmentuntil completion of erection and installation of permanent attachments.

D. Field weld components indicated on shop drawings.

E. Field bolt and weld to match shop bolting and welding. Conceal bolts and screws wheneverpossible. Where not concealed, use flush countersunk fastenings.

F. Mechanically fasten joints butted tight, flush, and hairline. Grind welds smooth and flush.

G. Obtain approval prior to site cutting or creating adjustments not scheduled.

H. After erection, prime welds, abrasions, and surfaces not shop primed, except surfaces to bein contact with concrete.

I. Install reinforcing mesh in tread and landing pans that are to receive concrete fill. Positionand securely fasten mesh midway in depth of concrete. Size mesh to cover entire are of treador landing.

J. Perform cutting and altering to provide for installation of Work of other Sections that doesnot affect stair appearance or structural integrity.

TENDER DOCUMENTS DIVISION 05Specifications Metals

1. Do not perform cutting and altering that will affect appearance or structuralintegrity without Engineer’s review.

K. Assemble with spigots and sleeves to make tight joints and secure installation.

3.04 ERECTION TOLERANCES

A. Maximum Variation From Plumb: 6 mm per storey, non-

cumulative. B. Maximum Offset From True Alignment: 6 mm.

3.05 CLEANING

A. Comply with Section 01700.

B. Clean materials as recommended by manufacturer.

END OF SECTION 05510