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STRUCTURAL STEEL \\AUS1.AUS.APAI\SHARE\PROJECTS\0933\003-04\SPECS\100% SPEC\DIVISION 05\05120 STRUCTURAL STEEL_FINAL.DOCX

SECTION 05120 STRUCTURAL STEEL

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Structural steel, including the fabrication and erection of support and bracing members,

including connections. 2. Connection detail design as required.

B. Related Specification Sections include but are not necessarily limited to: 1. Division 01 - General Requirements. 2. Section 09910 - Painting and Protective Coatings.

1.2 QUALITY ASSURANCE

A. Referenced Standards: 1. American Institute of Steel Construction (AISC):

a. 303, Code of Standard Practice for Steel Buildings and Bridges. b. 360, Specifications for Structural Steel Buildings. c. Quality Certification Program for Fabricators.

2. American Society of Civil Engineers (ASCE). 3. American Society of Mechanical Engineers (ASME):

a. B18.22.1, Plain Washers. 4. ASTM International (ASTM):

a. A2, Standard Specification for Carbon Steel Girder Rails of Plain, Grooved, and Guard Types.

b. A6/A6M, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling.

c. A36/A36M, Standard Specification for Carbon Structural Steel. d. A53/A53M, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded and Seamless. e. A108, Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished. f. A123/A123M, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on

Iron and Steel Products. g. A153/A153M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel

Hardware. h. A307, Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI

Tensile Strength. i. A325, Standard Specification of Structural Bolts, Steel, Heat Treated, 120/105 ksi

Minimum Tensile Strength. j. A490, Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150

ksi Minimum Tensile Strength. k. A500/A500M, Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes. l. A563, Standard Specification for Carbon and Alloy Steel Nuts. m. A992/A992M, Standard Specification for Structural Steel Shapes. n. A1064/A1064M, Standard Specification for Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete. o. F436, Standard Specification for Hardened Steel Washers. p. F593, Standard Specification for Stainless Steel Bolts, Hex Caps Screws, and

Studs. q. F959, Standard Specification for Compressible-Washer-Type Direct Tension

Indicators for Use with Structural Fasteners. r. F1554, Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield

Strength. s. F1852, Standard Specification for "Twist Off" Type Tension Control Structural

Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength.

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5. American Welding Society (AWS): a. A5.1/A5.1M, Specification for Carbon Steel Electrodes for Shielded Metal Arc

Welding. b. A5.5/A5.5M, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc

Welding. c. A5.17/A5.17M, Specification for Carbon Steel Electrodes and Fluxes for

Submerged Arc Welding. d. A5.18/A5.18M, Specification for Carbon Steel Electrodes and Rods for Gas

Shielded Arc Welding. e. A5.20/A5.20M, Specification for Carbon Steel Electrodes for Flux Cored Arc

Welding. f. A5.23/A5.23M, Specification for Low-Alloy Steel Electrodes and Fluxes for

Submerged Arc Welding. g. A5.28/A5.28M, Specification for Low-Alloy Steel Electrodes and Rods for Gas

Shielded Arc Welding. h. A5.29/A5.29M, Specification for Low-Alloy Steel Electrodes for Flux Cored Arc

Welding. i. D1.1/D1.1M, Structural Welding Code - Steel.

1) Steel stud connectors and their installation to comply with requirements of AWS D1.1/D1.1M.

6. National Institute of Steel Detailing (NISD). 7. Research Council on Structural Connections (RCSC):

a. Specification for Structural Joints Using High-Strength Bolts. 8. Building code:

a. International Code Council (ICC): 1) International Building Code and associated standards, 2009 Edition

including all amendments, referred to herein as Building Code.

B. Qualifications: 1. Steel fabricator:

a. Minimum of 5 years experience in fabrication of structural steel and participate in the AISC Certification program and is designated an AISC Certified Plant, Category STD at time of bid.

b. Fabricator plant quality control and inspection program: Meet requirements of the Building Code and/or be approved by the project's governing authority to self perform the Building Code required Special Inspections.

c. Use a professional engineer on fabrication staff, where specifically noted on the drawings and in the specifications.

2. Steel erector: a. Minimum of 5 years of experience in erection of structural steel similar in the

scope of this project and certified as CSE under the AISC Quality Certification Program.

b. With an active and enforced quality assurance program in place, as described in the applicable Codes.

3. Qualify welding procedures and welding operators in accordance with AWS.

1.3 DEFINITIONS

A. Owner: May mean the Owner's Designated Representative for Construction as defined by the AISC 303.

B. Galvanizing: Hot-dipped galvanizing per ASTM A153/A153M and/or ASTM A123/A123M with minimum coating of 2.0 OZ of zinc per square foot of metal (average of specimens) unless noted otherwise or dictated by aforementioned standards.

1.4 SUBMITTALS

A. Submittals shall be in accordance with Section 01330 “Submittal Procedures” and shall include: 1. Product technical data including:

a. Acknowledgement that products submitted meet requirements of standards referenced.

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b. Manufacturer's installation instructions. c. Detailed supplemental specification relating to load indicator washers or high-

strength bolts. 1) Alternate design for Engineer approval (submitted at Contractor's option if

desired by Contractor for use). d. Source and certification of quality for high-strength bolts, nuts and washers.

2. Fabrication and/or layout drawings: a. Prepare Shop Drawings under NISD Quality Procedures Program certification. b. Complete Shop Drawings for all of the work showing clearly all pieces, sizes,

dimensions, details, connections materials and shop coatings. 1) All Shop Drawings must be checked and signed "approved" before

submittal. 2) Show all cuts, copes, and holes. 3) Indicate all shop and field bolts. 4) Indicate all shop and field welds using AWS symbols. 5) Be reviewed and sealed by a Professional Engineer retained by Contractor

to verify conformance with design criteria stipulated in the Contract Documents.

c. Prepare complete erection drawings showing the location and marks of all pieces. 1) Copies of up-to-date erection drawings shall accompany the Shop

Drawings. 2) Use match marks on the erection drawings to indicate the sheet number on

which each particular member is detailed. d. Correct any incorrect or unacceptable material or fabrication due to incorrect

detailing, shop work, or erection, without additional charge. 3. Certifications:

a. Certificates of compliance with standards specified for all major components and fasteners incorporated into work.

b. Copies of current welding certificates for each welder assigned to perform welding indicating compliance with testing specified by AWS.

c. Welder qualification data and prequalified procedures. d. Special Inspections reports. e. Certification of compliance with tolerance specified for location of erected

structural steel. 4. Test reports:

a. Certified copies of mill tests. b. Manufacturer's load test and temperature sensitivity data for post-installed

anchor bolts. c. Test reports for all structural steel work.

5. Samples: a. Submit two samples of Contractors’ proposed load indicator bolts or direct

tension indicators.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Handle and store steel members above ground on skids or other supports. 1. Keep free of dirt and other foreign material and protect against corrosion.

PART 2 - PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS

A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable: 1. High-strength bolts:

a. Portland Bolt and Manufacturing Company. b. Lewis Bolt & Nut Company. c. Nucor Fasteners. d. St. Louis Screw and Bolt Company.

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2. Load indicator washers for high-strength bolts: a. Portland Bolt and Manufacturing Company. b. Mid-South Bolt and Screw Co., Inc. c. J and M Turner, Inc.

3. Alternate design high-strength bolts: a. T. C. Bolt Corporation. b. Construction Fastener Systems Division of Bristol Machine Company. c. LeJuene Bolt Co.

4. Headed studs and deformed bar anchors: a. Nelson Stud Welding Division, TRW, Inc. b. Stud Welding Products, Inc.

5. Expansion anchor bolts: a. Hilti, Inc. b. ITW Ramset/Red Head. c. Powers Rawl.

6. Adhesive anchors bolts: a. Anchor System by Hilti. b. Adhesive Anchor by Hilti. c. Epoxy Adhesive Anchor by Hilti. d. Epoxy by ITW Ramset/Red Head. e. Powers Rawl.

7. Anchor bolt sleeves: a. Sinco/Wilson.

2.2 MATERIALS

A. Steel, Structural Shapes and Plate (unless noted otherwise on Drawings): 1. All W-shapes and WT-shapes: ASTM A992/A992M. 2. All other plates, bars and rolled shapes: ASTM A36/A36M.

B. Pipe: ASTM A53/A53M, Grade B (Type E or S) (Fy=35).

C. Hollow Structural Sections (HSS): 1. Round: ASTM A500/A500M, Grade B (Fy=42). 2. Square or rectangular: ASTM A500/A500M, Grade B (Fy=46).

D. High-Strength Bolts, Nuts and Washers: 1. ASTM A325 with ASTM A563 nuts or ASTM F1852 or ASTM A490 galvanized: 2. High-strength bolts:

a. Provide two (2) ASTM F436 washers for all bolts {galvanized}. b. Provide beveled washers at connections of sloped/tapered sections.

3. High-strength bolts with load indicating devices, ASTM F959, Type 325. a. Provide at Contractor's option and subject to approval of Engineer.

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E. Bolts and Nuts, Non-high Strength: ASTM A307, Grade A or ASTM F1554, Grade 36.

F. Washers, Plain (for Non-high Strength Bolts): ASME B18.22.1, Type B.

G. Welding Electrodes: 1. Shielded metal arc: AWS A5.1/A5.1M or AWS A5.5/A5.5M, E70XX or E801X-X. 2. Submerged arc: AWS A5.17/A5.17M or AWS A5.23/A5.23M, F7XX-EXXX or F8XX-

EXXX-XX. 3. Gas metal arc: AWS A5.18/A5.18M, E70S-X or E70U-1 or AWS A5.28/A5.28M,

ER80S-XX, E80C-XXX. 4. Flux cored arc: AWS A5.20/A5.20M, E7XT-X (except 2, 3, 10, GS), AWS

A5.29/A5.29M, E7XT-X or E8XTX-X, E8XTX-XM.

H. Anchor Rods and Bolts: 1. ASTM F1554, Grade 55 with weldability supplement S1 for threaded rods galvanized. 2. ASTM A307, Grade A for headed bolts galvanized. 3. ASTM F593, Type 304 or 316 stainless steel with matching nut and washer.

I. Headed Studs and Deformed Bar Anchors: 1. Headed studs:

a. ASTM A108, complying with AWS D1.1/D1.1M, Section 7, Type B; minimum yield strength 50,000 psi, minimum tensile strength 60,000 psi.

b. Uniform diameter. c. Heads: Concentric and normal to shaft. d. Weld end: Chamfered and solid flux.

2. Deformed bar anchor: a. ASTM A1064/A1064M, complying with AWS D1.1/D1.1M, Section 7, Type C. b. Minimum yield strength: 70,000 psi. c. Minimum tensile strength: 80,000 psi. d. Straight, unless indicated otherwise. e. Solid flux.

3. After welding, remove ceramic ferrules and maintain free from any substance which would interfere with function, or prevent bonding to concrete.

J. Nonshrink Grout: See Specification Division 03.

K. Crane Rails: 1. Controlled-cooled, open-hearth carbon steel ASCE rails per ASTM A2, Class A, #1

rails, unless noted otherwise, of size and weight indicated. a. Furnish rails with milled tight end joints suitable for crane service, with standard

drilling, removable end stops and all related accessories required, including: 1) Joint bars: Match rail section and properties, drilled to match rail drilling. 2) Joint bar bolts and nuts: High strength. 3) Hardened washer: ASTM F436 for bar bolts. 4) Except as indicated otherwise, two-bolt type fixed or floating rail clamps to

suit the conditions, of forged or pressed steel, complete with ASTM A325 bolts, reversible fillers, and self-locking nut or nut and lock washer.

L. Expansion Anchor Bolts and Adhesive Anchor Bolts for Fastening to Concrete: 1. Use of expansion bolts requires approval by Engineer. 2. Stainless steel, Type 304 or Type 316. 3. Provide minimum edge distance cover as recommended by manufacturer or as

indicated on Drawings.

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4. Submit manufacturer's data to verify at least the load test capacities and anchor bolt capacities at the following embedment depths:

ANCHOR BOLT DIAMETER (IN)

EMBEDMENT (IN)

MINIMUM ULTIMATE TENSION CAPACITY (KIP)*, **

3/8 3 4.8 1/2 4 8.1 5/8 5 11.4 3/4 6 15.4 7/8 7 20.0 1 8 24.7

1-1/4 10 34.3 * Data must be based on actual tests preformed in unreinforced mass concrete of not

more than 4000 psi compressive strength. ** Capacity must be at a concrete temperature of at least 130 DegF.

2.3 FABRICATION

A. Comply with requirements of applicable Building Code and AISC 360 with modifications and additional requirements specified herein. 1. Identify high-strength steel material in fabricated members in accordance with

ASTM A6/A6M.

B. Minimize the amount of field welding. 1. Shop assemble components into largest size possible commensurate with

transportation and handling limitations. 2. Shop connections: Bolted with high-strength bolts or welded.

C. Connection Details: 1. Connections not fully detailed on Drawings shall be designed by a Professional

Engineer registered in the State of Texas, retained by Contractor, based on requirements of Contract Documents.

2. Where beam reactions are shown on Drawings, design beam connection to support specified loads.

3. Where no reactions are shown, design each beam connection to support one-half of total uniform load capacity tabulated in AISC tables for "Uniform Load Constants for Beams" for the given shape, span and steel grade specified.

4. Where indicated on the Drawings, design beam connections for the axial load or transfer forces indicated in addition to the shear value indicated above.

5. Design bracing connections for loads indicated on the Drawings. 6. Design girt connections for required lateral wind and/or seismic horizontal load acting

either inward or outward in addition to vertical load due to panel and girt weight. 7. Provide as a minimum, two (2) 3/4 IN DIA, high-strength bolts for all bolted connections

unless otherwise specified.

D. Provide bearing type connections for all bolted connections, unless specified otherwise or required to be slip-critical by the RCSC Specification for Structural Joints Using High-Strength Bolts.

E. One-sided or other types of eccentric connections not indicated will not be permitted without prior approval.

F. Field Connections: 1. Provide bolts for all field connections except where shown otherwise on the Drawings. 2. Use high-strength bolts unless shown or specified otherwise. 3. Use of high-strength bolts: Conform to RCSC Specification for Structural Joints Using

High-Strength Bolts. 4. Unfinished bolts may be used for attaching stair treads to stringers.

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5. If structural steel details (field welds versus shop welds, etc.) shown on design Drawings are not compatible with selected erection procedures, submit proposed modifications for review.

6. Connections to structural steel provided by others: Provide all connectors and coordinate location of bolt holes to match connection holes in steel provided by others.

G. Accurately mill column end bearing surfaces to true plane.

H. Fabricate and erect beams with non-specified camber in accordance with AISC 360, Chapter L1.

I. Cut, drill, or punch holes at right angles to surface of metal. 1. Do not make or enlarge holes by burning. 2. Make holes clean cut, without torn or ragged edges. 3. Remove outside burrs resulting from drilling or reaming operations with tool making

1/16 IN bevel. 4. Provide holes in members to permit connection of work of other trades or contractors.

J. Make allowance for draw in all cross bracing to provide small amount of initial tension in members.

K. Make splices only where indicated or where approved.

L. Wall Girts: 1. Extend past columns and miter ends unless noted otherwise. 2. Connect girts to each other at corners unless noted otherwise.

M. Cope at 45 degrees, corners of stiffener plates at junction of member flanges with webs.

N. Flame cut bevels for welds, provided such cutting is done automatically. 1. Leave free of burrs and slag by grinding or planing the cut edges.

O. Grind smooth all rough welds and sharp steel edges shall be ground to approximately 1/8 IN radius.

P. Tolerances (unless noted otherwise on Drawings): 1. When material received from the mill does not satisfy ASTM A6/A6M tolerances for

camber, profile, flatness or sweep, Contractor is permitted to perform corrective work by the use of controlled heating, and mechanical straightening, subject to the limitations of the AISC 360.

2. Fabrication tolerance: a. Member length:

1) Both ends finished for contact bearing: 1/32 IN. 2) Framed members: 30 FT or less: 1/16 IN.

b. Member straightness: 1) Compression members: 1/1000 of axial length between points laterally

supported. 2) Non-compression members: ASTM A6/A6M tolerance for wide flange

shapes. c. Specified member camber (except compression members):

1) 50 FT or less: -0/+1/2 IN. 2) Over 50 FT: -0/+1/2 IN (plus 1/8 IN per 10 FT over 50 FT). 3) Members received from mill with 75 percent of specified camber require no

further cambering. 4) Fabricate beams/trusses without specified camber so after erection,

camber is upward. 5) Measure camber in fabrication shop in unstressed condition.

d. Use filler plates at bolted splices to take up depth deviation. 1) At welded joints, adjust weld profile to conform to variation in depth. 2) Slope weld surface per AWS requirements.

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e. Free finished members from twists, bends and open joints. 1) Sharp kinks, bends and deviation from the above tolerances are cause for

rejection of material.

2.4 WELDING

A. Comply with AWS D1.1/D1.1M, and other requirements indicated herein, for all welding, techniques of welding employed, appearance and quality of welds, and methods used to correct defective work. 1. Qualify joint welding procedures or test in accordance with AWS qualification

procedures.

B. Test and qualify welders, welding operators and tackers in compliance with AWS D1.1/D1.1M for position and type of welding to which they will be assigned. 1. Conduct tests in presence of approved testing agency. 2. Certification within previous 12 months will be acceptable, provided samples of the

welder's work are satisfactory.

C. Before Starting Welding: 1. Carefully plumb and align members in compliance with specified requirements. 2. Fully tighten all bolts. 3. Comply with AWS D1.1/D1.1M, Section 5 for assembly and surface preparation. 4. Preheat base metal to temperature stated in AWS D1.1/D1.1M.

a. When no preheat temperature is given in AWS D1.1/D1.1M and base metal is below 50 DegF, preheat base metal to at least 70 DegF.

b. Maintain temperature during welding. c. Preheat surface of all base metal within distance from point of welding equal to

thickness of thicker part being welded or 3 IN, whichever is greater, to specified preheat temperature.

d. Maintain this temperature during welding. 5. Mark welds with an identifying mark unique to each welder.

D. Make flange welds before making web welds.

E. Where groove welds have back-up plates, make first three (3) passes with 1/8 IN round electrodes. 1. Use backup plates in accordance with AWS D1.1/D1.1M, extending minimum of 1 IN

either side of joint.

F. Flame cut edges of stiffener plates at shop or field butt weld. 1. Do not shear.

G. Grind flush web fillets at webs notched to receive backup plates for flange groove welds.

H. Low Hydrogen Electrodes: Dry and store electrodes in compliance with AWS D1.1/D1.1M.

I. Do not perform welding when ambient temperature is lower than 0 DegF or where surfaces are wet or exposed to rain, snow, or high wind, or when welders are exposed to inclement conditions.

J. Headed Studs and Deformed Bar Anchors: 1. Automatically end welded in accordance with the AWS D1.1/D1.1M and manufacturer's

recommendations. 2. Fillet welding of headed studs and deformed bar anchors is not allowed unless

approved by Engineer.

K. Test in-place studs in accordance with requirements of AWS D1.1/D1.1M to ensure satisfactory welding of studs to members. 1. Replace studs failing this test.

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L. When headed stud-type shear connectors are to be applied, clean top surface of members to receive studs in shop to remove oil, scale, rust, dirt, and other materials injurious to satisfactory welding. 1. Do not shop paint or galvanize metal surfaces to receive field applied studs.

2.5 SHOP COATING

A. Refer to Specification Section 09910 “Painting and Protective Coatings” and coordinate shop primer, surface preparation and coating with field applied primers and coatings where specified.

B. Provide suitable methods of handling and transporting painted steel to avoid damage to coating.

C. Do not coat following surfaces: 1. Machined surfaces, surfaces adjacent to field welds, and surfaces fully embedded in

concrete. 2. All other members for which no coating is specified. 3. Contact surfaces at bolted slip-critical connections, unless surface condition conforms

to the RCSC Specification for Structural Joints Using High-Strength Bolts, Part 3.2.2.

D. Clean thoroughly all surfaces not coated before shipping. 1. Remove loose mill scale, rust, dirt, oil and grease. 2. Protect machined surfaces.

2.6 SOURCE QUALITY CONTROL

A. OWNER pays for inspection and testing: 1. Testing:

a. Owner will employ and pay for services of an independent testing agency to inspect and test structural steel shop and field work for compliance with Specifications.

b. Contractor responsible for testing to qualify shop and field welders and as needed for Contractor's own quality control to ensure compliance with Contract Documents.

c. Contractor provides sufficient notification and access so inspection and testing can be accomplished.

d. Contractor pays for retesting of failed tests and for additional testing required when defects are discovered.

B. Testing Agency Responsibilities: 1. Inspect shop and field welding in accordance with AWS D1.1/D1.1M, Section 6

including the following non-destructive testing: a. Visually inspect all welds. b. In addition to visual inspection, test 50 percent of full penetration welds and 20

percent of fillet welds with liquid dye penetrant. c. Test 20 percent of liquid dye penetrant tested full penetration welds with

ultrasonic or radiographic testing. 2. Inspect high-strength bolting in accordance with the RCSC Specification for Structural

Joints Using High-Strength Bolts, Section 9. a. Verify proper pretension for slip-critical bolted connection. b. Verify direct tension indicator gaps.

3. Inspect structural steel which has been erected. 4. Inspect stud welding in accordance with AWS D1.1/D1.1M, Section 7.8. 5. Prepare and submit inspection and test reports to Engineer.

a. Assist Engineer to determine corrective measures necessary for defective work.

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PART 3 - EXECUTION

3.1 GENERAL

A. Contractor is solely responsible for safety. 1. Construction means and methods and sequencing of work is the prerogative of the

Contractor. 2. Take into consideration that full structural capacity of many structural members is not

realized until structural assembly is complete; e.g., until slabs, decks, bracing or rigid connections are installed.

3. Partially complete structural members shall not be loaded without an investigation by the Contractor.

4. Until all elements of the permanent structure and lateral bracing system are complete, provide temporary bracing designed, furnished, and installed by the Contractor for the partially complete structure.

B. Adequate temporary bracing to provide safety, stability and to resist all loads to which the partially complete structure may be subjected, including wind, construction activities, and operation of equipment, is the responsibility of the Contractor. 1. Use temporary guys, braces, shoring, connections, etc., necessary to maintain the

structural framing plumb and in proper alignment until permanent connections are made, the succeeding work is in place, and temporary work is no longer necessary.

2. Use temporary guys, bracing, shoring, and other work to prevent injury or damage to adjacent work or construction from stresses due to erection procedures and operation of erection equipment, construction loads, and wind.

3. Design of the temporary bracing system and consideration of the sequence and schedule of placement of such elements and effects of loads imposed on the structural steel members by partially or completely installed work, including work of all other trades, is the Contractor's responsibility. a. If not obvious from experience or from the Drawings, the Contractor shall confer

with the Engineer to identify those structural steel elements that must be complete before the temporary bracing system is removed.

4. Remove and dispose of all temporary work and facilities off-site.

C. Examine work-in-place on which specified work is in any way dependent to ensure that conditions are satisfactory for the installation of the work. 1. Report defects in work-in-place which may influence satisfactory completion of the

work. 2. Absence of such notification will be construed as acceptance of work-in-place.

D. Field Measurement: 1. Take field measurements as necessary to verify or supplement dimensions indicated

on the Drawings. 2. Contractor is responsible for the accurate fit of the work.

E. Check the elevations of all finished footings or foundations and the location and alignment of all anchor bolts before starting erection. 1. Notify Engineer of any errors or deviations found by such checking.

3.2 ERECTION

A. Framing member location tolerances after erection shall not exceed the frame tolerances listed in the FIELD QUALITY CONTROL Article in PART 3 of this Specification Section.

B. Erect plumb and level; introduce temporary bracing required to support erection loads.

C. Use light drifting necessary to draw holes together. 1. Drifting to match unfair holes is not allowed.

D. Welding: 1. Conform to AWS D1.1/D1/1M and requirements of this Specification Section.

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2. Join two (2) sections of steel of different ASTM designations using welding techniques in accordance with a qualified AWS D1.1/D1.1M procedure.

E. Shore existing members when unbolting of common connections is required. 1. Use new bolts for rebolting connections.

F. Clean stored material of all foreign matter accumulated during erection period.

G. Clean bearing and contact surfaces before assembly.

H. Set beam and column base and bearing plates accurately, as indicated, on nonshrink grout. 1. Set and anchor each base plate to proper line and elevation. 2. Use metal wedges, shims or setting nuts as required and tighten anchor bolts.

a. Use same metal as base plate. b. Cut off protrusions of wedges and shims flush with edge of base plate.

3. Fill sleeves around anchor bolts with nonshrink grout. 4. Pack grout solidly between bottom of plate and bearing surface. 5. Refer to Specification Division 03 for nonshrink grout requirements.

I. Anchor Bolts: 1. Anchor bolt location tolerance per AISC 303, Section 7.5. 2. Tie anchor bolts in position to embedded reinforcing steel using wire. 3. Welding or tack welding is prohibited. 4. Provide steel templates for locating anchor bolts. 5. Coat bolt threads and nuts with heavy coat of clean grease.

J. Install high strength bolts with hardened washers. 1. Install and tighten in accordance with the RCSC Specification for Structural Joints

Using High-Strength Bolts, Section 8. 2. Coordinate installation with inspection.

a. Do not start installation until coordination with Testing Agency is complete. 3. Bearing-type connections: High-strength bolts shall be tightened to snug-tight

condition. 4. Slip-critical connections:

a. Perform calibration testing for all methods of installation of high-strength bolts in accordance with RCSC Specification for Structural Joints Using High-Strength Bolts, Section 8.2.

b. Turn-of-nut tightening: 1) Inspector shall observe the pre-installation verification testing. 2) Subsequently, ensure by routine observation that the bolting crew properly

rotates the turned element relative to the unturned element by the amount specified.

3) Alternatively, when fastener assemblies are match-marked after the initial fitup of the joint but prior to pretensioning, visual inspection after pretensioning is permitted in lieu of routine observation.

c. Calibrated wrench tightening: Calibrate on a daily basis. d. Direct tension indicator tightening: If previously approved by Engineer. e. Installation of alternate design bolts: If previously approved by Engineer.

5. In the event any bolt in a connection is found to be defective, check and retighten all bolts in the connection.

K. Do not use gas cutting to correct fabrication errors. 1. In case members do not fit or holes do not match, ream out the holes and insert the

next larger size bolt. a. Drill new holes if the connections require new holes. b. Make no such corrections without prior approval of the Engineer.

2. Burning of holes is not permitted.

L. Prior to making field connections to existing structural steel, remove completely all paint from existing steel which will be in contact with new steel and new welds.

M. Tighten and leave in place erection bolts used in welded construction.

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N. Provide beveled washers to give full bearing to bolt head or nut where bolts are to be used on surfaces having slopes greater than 1 in 20 with a plane normal to bolt axis.

O. After bolts are tightened, upset threads of non-high strength bolts and anchor bolts to prevent nuts from backing off.

P. Crane Runways: 1. Erect crane runways complete with columns, beams, girders, bracing, crane rails,

crane stops, and other required components as indicated. 2. Stagger crane rail joints with respect to each other on opposite sides of the runway and

do not coincide with crane girder joints. 3. Center crane rails on top of crane girders and secure to girders with tight clamps and/or

floating clamps as appropriate; provide clamps in pairs spaced not over 3 FT OC along rail length, with each clamp secured with two (2) high-strength bolts and self-locking nuts (or nuts and lock washers), with reversible fillers used at each clamp to allow for alignment. a. Do not use hook bolt type clamps.

4. Tolerances: a. Center-to-center of crane rails: Not exceed plus or minus 1/4 IN from indicated

dimension. b. Crane rail horizontal misalignment: Not exceed 1/4 IN per 50 FT of runway with

a maximum of 1/2 IN total deviation. c. Vertical misalignment between crane rails and along a crane rail measured at

centerlines of columns: Not to exceed 1/4 IN per 50 FT of runway with a maximum of 1/2 IN total deviation.

5. Tight-fitting joints between rail sections and install so top of crane rails are flush at all joints.

6. Secure the joints with joint bars on each side of rail, bolted together through rail with high-strength bolts, nuts and spring washers.

Q. After Erection: 1. Grind smooth all sharp surface irregularities resulting from field cutting or welding. 2. Power tool clean welds, bolts, washers and abrasions to shop coat removing all rust

and foreign matter.

R. Expansion Anchor Bolts and Adhesive Anchor Bolts: 1. Minimum embedment as recommended by manufacturer or specified herein, whichever

is larger. 2. Notify Engineer if required depth of embedment cannot be achieved at a particular bolt

location. 3. Follow manufacturer's recommendations for installation and torque.

3.3 FIELD QUALITY CONTROL

A. Testing Agency responsibilities are described in the SOURCE QUALITY CONTROL Article in PART 2 of this Specification Section.

B. Erected Frame Tolerance, unless noted otherwise on the Drawings: 1. Do not exceed cumulative effect of rolling, fabrication and erection tolerance for overall

finished dimensions. 2. Erection tolerances are defined relative to member working points and working lines as

follows: a. Actual centerline of top flange or surface at each end for horizontal members. b. Actual center of member at each end for all other members. c. Other points may be used, providing they are based on these definitions. d. Working line is straight line connecting member working points.

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3. Tolerances on position and alignment are as specified in the Code, unless otherwise modified. a. Provide "adjustable items" such as lintels, wall supports, curb angles, window

mullions and similar members with adjustable connections to supporting structural frame.

4. Certification by steel erector: a. Certify the location of erected structural steel is acceptable for plumbness, level

and aligned within tolerances specified. b. Provide certification upon completion of any part of work. c. Provide certification prior to start of work by other trades that may be supported;

attach to structural steel work.

3.4 CLEANING AND REPAIR OF SHOP PRIMER PAINT

A. After erection, clean all steel of mud or other foreign materials, and repair any damage. 1. Touchup coatings to comply with Specification Section 09910 “Painting and Protective

Coatings”.

END OF SECTION

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METAL FABRICATIONS \\AUS1.AUS.APAI\SHARE\PROJECTS\0933\003-04\SPECS\100% SPEC\DIVISION 05\05500 METAL FABRICATIONS_FINAL.DOCX

SECTION 05500 METAL FABRICATIONS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section Includes: 1. Steel framing and supports for mechanical and electrical equipment. 2. Steel framing and supports for applications where framing and supports are not

specified in other Sections. 3. Metal Bollards 4. Loose bearing and leveling plates for applications where they are not specified in

other Sections

B. Products furnished, but not installed, under this Section: 1. Embedment including embedded anchors and anchor bolts, steel pipe sleeves, and

slotted-channel inserts indicated to be cast into concrete. 2. Steel weld plates and angles for casting into concrete for applications where they are

not specified in other Sections.

C. Related Sections: 1. Division 03 for installing anchor bolts, steel pipe sleeves, slotted-channel inserts, and

other items cast into concrete. 2. Section 05501 “Anchor Bolts and Concrete Inserts” 3. Section 05511 “Metal Stairs” 4. Section 05521 “Handrails and Railings” 5. Section 05530 “Metal Grating” 6. Section 05910 “Galvanizing”

1.3 SUBMITTALS

A. Shop Drawings: Show fabrication and installation details for metal fabrications. 1. Include plans, elevations, sections, and details of metal fabrications and their

connections. Show anchorage and accessory items. 2. Provide templates for anchors and bolts specified for installation under other Sections.

B. Delegated-Design Submittal: For installed products indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

C. Mill Certificates: Signed by manufacturers of stainless-steel certifying that products furnished comply with requirements.

D. Welding certificates.

E. Paint Compatibility Certificates: From manufacturers of topcoats applied over shop primers certifying that shop primers are compatible with topcoats.


A. Welding Qualifications: Qualify procedures and personnel according to the following: 1. AWS D1.1, “Structural Welding Code - Steel.” 2. AWS D1.2, “Structural Welding Code - Aluminum.” 3. AWS D1.3, “Structural Welding Code - Sheet Steel.” 4. AWS D1.6, “Structural Welding Code - Stainless Steel.”

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1.5 PERFORMANCE REQUIREMENTS

A. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes acting on exterior metal fabrications by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects. 1. Temperature Change: 120° F, ambient; 180° F, material surfaces.

B. Structural Performance of Ladders: Provide ladders capable of withstanding the effects of loads and stresses within limits and under conditions specified in ANSI A14.3.

1.6 PROJECT CONDITIONS

A. Field Measurements: Verify actual locations of walls and other construction contiguous with metal fabrications by field measurements before fabrication and indicate measurements on Shop Drawings.

1.7 COORDINATION

A. Coordinate selection of shop primers with topcoats to be applied over them. Comply with paint and coating manufacturers’ written recommendations to ensure that shop primers and topcoats are compatible with one another.

B. Coordinate installation of anchorages and steel weld plates and angles for casting into concrete. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

PART 2 - PRODUCTS

2.1 METALS, GENERAL

A. Metal Surfaces, General: Provide materials with smooth, flat surfaces unless otherwise indicated. For metal fabrications exposed to view in the completed Work, provide materials without seam marks, roller marks, rolled trade names, or blemishes.

2.2 FERROUS METALS

A. Steel Plates, Shapes, and Bars: ASTM A36.

B. Stainless-Steel Sheet, Strip, and Plate: ASTM A240 or ASTM A666, Type 316L.

C. Stainless-Steel Bars and Shapes: ASTM A276, Type 316L.

D. Steel Tubing: ASTM A500, cold-formed steel tubing.

E. Steel Pipe: ASTM A53, standard weight (Schedule 40) unless otherwise indicated.

F. Slotted Channel Framing: Cold-formed metal box channels (struts) complying with MFMA-4. 1. Size of Channels: 1-5/8 by 1-5/8 inches. 2. Material: Galvanized steel, ASTM A653, structural steel, Grade 33, with G90 coating;

0.108-inch nominal thickness. 3. Material: Cold-rolled steel, ASTM A1008, structural steel, Grade 33; 0.0966-inch

minimum thickness; hot-dip galvanized after fabrication.

G. Cast Iron: Either gray iron, ASTM A48, or malleable iron, ASTM A47, unless otherwise indicated.

2.3 NONFERROUS METALS

A. Aluminum Plate and Sheet: ASTM B209, Alloy 6061-T6.

B. Aluminum Extrusions: ASTM B221, Alloy 6063-T6.

C. Aluminum Castings: ASTM B26, Alloy 443.0-F.

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2.4 FASTENERS

A. General: Unless otherwise indicated, provide Type 316 stainless-steel fasteners. Select fasteners for type, grade, and class required. 1. Provide stainless-steel fasteners for fastening aluminum. 2. Provide stainless-steel fasteners for fastening stainless steel.

B. Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts, ASTM F593; with hex nuts, ASTM F594; and, where indicated, flat washers; Alloy Group 2.

C. Post-Installed Anchors: Torque-controlled expansion anchors or chemical anchors. 1. Material: Alloy Group 2 stainless-steel bolts, ASTM F593, and nuts, ASTM F594.

2.5 MISCELLANEOUS MATERIALS

A. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded.

B. Epoxy Zinc-Rich Primer: Complying with MPI#20 and compatible with topcoat.

C. Shop Primers: Provide primers that comply with Section 09910 “Painting and Protective Coatings”.

D. Galvanizing Repair Paint: High-zinc-dust-content paint complying with SSPC-Paint 20 and compatible with paints specified to be used over it.

E. Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D1187.

2.6 FABRICATION, GENERAL

A. Shop Assembly: Preassemble items in the shop to greatest extent possible. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

B. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32 inch unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

C. Form bent-metal corners to smallest radius possible without causing grain separation or otherwise impairing work.

D. Form exposed work with accurate angles and surfaces and straight edges.

E. Weld corners and seams continuously to comply with the following: 1. Use materials and methods that minimize distortion and develop strength and

corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended so

no roughness shows after finishing.

F. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners or welds where possible. Where exposed fasteners are required, use Phillips flat-head (countersunk) fasteners unless otherwise indicated. Locate joints where least conspicuous.

G. Fabricate seams and other connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.

H. Cut, reinforce, drill, and tap metal fabrications as indicated to receive finish hardware, screws, and similar items.

I. Provide for anchorage of type indicated; coordinate with supporting structure. Space anchoring devices to secure metal fabrications rigidly in place and to support indicated loads. 1. Where units are indicated to be cast into concrete or built into masonry, equip with

integrally welded steel strap anchors, 1/8 by 1-1/2 inches, with a minimum 6-inch embedment and 2-inch hook, not less than 8 inches from ends and corners of units and 24 inches o.c., unless otherwise indicated.

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2.7 MISCELLANEOUS FRAMING AND SUPPORTS

A. General: Provide steel framing and supports not specified in other Sections as needed to complete the Work.

B. Fabricate units from steel shapes, plates, and bars of welded construction unless otherwise indicated. Fabricate to sizes, shapes, and profiles indicated and as necessary to receive adjacent construction. 1. Fabricate units from slotted channel framing where indicated. 2. Furnish inserts for units installed after concrete is placed.

C. Galvanize miscellaneous framing and supports where indicated.

D. Prime miscellaneous framing and supports with primer specified in Section 09910 “Painting and Protective Coatings” where indicated.”

2.8 FLOOR/VAULT/SIDEWALK HATCHES

A. Description: Provide single or double leaf hinged covers, designed for corrosive environment and sized with clear openings as shown on the Drawings.

B. Construction Details: 1. Materials: Cover and Frame: 1/4-inch aluminum minimum. 2. Cover: Diamond-pattern tread plate, either reinforce for AASHTO H-20 wheel loadings

for off-street locations or for a 300 psf live load as shown on the Drawings. 3. Frame: Extruded aluminum angle or channel frame with bend down tabs around

perimeter. Frame shall be equipped with 1-1/2-inch drain coupling welded under frame for a pipe connection if designated on the Drawings.

4. Gasket: EDPM gasket mechanically attached to frame. 5. Hinges: Heavy stainless steel with 1/4-inch Type 316 stainless steel hinge pins.

Hinges shall be attached to cover using tamper proof stainless steel hardware. 6. Latch: Type 316 stainless steel slam lock with fixed interior handle and removable

exterior turn/lift handle. Latch release protected by a flush, gasketed, remove screw plug.

7. Lift Assistance: Stainless steel compression spring operators enclosed in telescopic tubes with automatic hold-open device with grip handle release.

8. Finish: Mill finish aluminum with bituminous coating applied to the exterior frame. 9. Hardware: Engineered composite compression spring tubes; stainless steel

compression springs; and all other components of door are aluminum or Type 316 stainless steel.

C. Safety Grate: When designated on the Drawings, provide a fall protection hinged safety grate installed with each leaf cover in accordance with the following requirements: 1. Material: Aluminum grate sized for 300 psf live load. 2. Hinges: Heavy stainless steel with 1/4-inch Type 316 stainless steel hinge pins. 3. Lift Assistance: Automatic hold-open device with grip handle release. 4. Finish: Mill finish aluminum with powder coated safety orange color.

D. Manufacturer: 1. Bilco Company 2. Halliday Products, Inc. 3. ITT Flygt. 4. USF Fabrication, Inc.

2.9 METAL BOLLARDS

A. Fabricate metal bollards from Schedule 40 steel pipe.

B. Prime bollards with primer specified in Section 09910 “Painting and Protective Coatings.”

C. Paint bollards with finish coat specified in Section 09910 “Paint and Protective Coatings.” Color: Safety yellow.

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2.10 LOOSE BEARING AND LEVELING PLATES

A. Provide loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Drill plates to receive anchor bolts and for grouting.

B. Galvanize plates. Prime plates with primer specified in Section 09910 “Painting and Protective Coatings.”

2.11 STEEL WELD PLATES AND ANGLES

A. Provide steel weld plates and angles not specified in other Sections, for items supported from concrete construction as needed to complete the Work. Provide each unit with no fewer than two integrally welded steel strap anchors for embedding in concrete.

2.12 FINISHES, GENERAL

A. Comply with NAAMM’s “Metal Finishes Manual for Architectural and Metal Products” for recommendations for applying and designating finishes.

B. Finish metal fabrications after assembly.

C. Finish exposed surfaces to remove tool and die marks and stretch lines, and to blend into surrounding surface.

2.13 STEEL AND IRON FINISHES

A. Galvanizing: Hot-dip galvanize items as indicated to comply with ASTM A153 for steel and iron hardware and with ASTM A123 for other steel and iron products.

B. Shop prime iron and steel items not indicated to be galvanized unless they are to be embedded in concrete or masonry, or unless otherwise indicated.

C. Preparation for Shop Priming: Prepare surfaces to comply with requirements indicated below: 1. Exterior Items: SSPC-SP 6/NACE No. 3, “Commercial Blast Cleaning.” 2. Items Indicated to Receive Zinc-Rich Primer: SSPC-SP 6/NACE No. 3, “Commercial

Blast Cleaning.” 3. Items Indicated to Receive Primers Specified in Section 09 96 00 “High-Performance

Coatings”: SSPC-SP 6/NACE No. 3, “Commercial Blast Cleaning.” 4. Other Items: SSPC-SP 3, “Power Tool Cleaning.”

D. Shop Priming: Apply shop primer to comply with SSPC-PA 1, “Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel,” for shop painting. 1. Stripe paint corners, crevices, bolts, welds, and sharp edges.

2.14 STAINLESS-STEEL FINISHES

A. Finish No. 1 (Hot rolled, annealed and passivated), unless noted otherwise.

2.15 ALUMINUM FINISHES

A. Unless otherwise specified, provide an anodized finish, medium satin, etched, Architectural Class 1 (natural) as specified in the NAAMM Manual. Castings may have an A31 Architectural Class II anodic coating.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

B. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size

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limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

C. Field Welding: Comply with the following requirements: 1. Use materials and methods that minimize distortion and develop strength and


no roughness shows after finishing and contour of welded surface matches that of adjacent surface.

D. Fastening to In-Place Construction: Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete and masonry inserts, toggle bolts, through bolts, lag screws, wood screws, and other connectors.

E. Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

F. Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals with the following: 1. Cast Aluminum: Heavy coat of bituminous paint. 2. Extruded Aluminum: Two coats of clear lacquer.

3.2 INSTALLING MISCELLANEOUS FRAMING AND SUPPORTS

A. General: Install framing and supports to comply with requirements of items being supported, including manufacturers’ written instructions and requirements indicated on Shop Drawings.

3.3 INSTALLING METAL BOLLARDS

A. Anchor bollards in place with concrete footings. Center and align bollards in holes three inches above bottom of excavation. Place concrete and vibrate or tamp for consolidation. Support and brace bollards in position until concrete has cured.

B. Fill bollards solidly with concrete, mounding top surface to shed water.

3.4 INSTALLING BEARING AND LEVELING PLATES

A. Clean concrete and masonry bearing surfaces of bond-reducing materials, and roughen to improve bond to surfaces. Clean bottom surface of plates.

B. Set bearing and leveling plates on wedges, shims, or leveling nuts. After bearing members have been positioned and plumbed, tighten anchor bolts. Do not remove wedges or shims but, if protruding, cut off flush with edge of bearing plate before packing with grout. 1. Use nonshrink, nonmetallic grout. 2. Pack grout solidly between bearing surfaces and plates to ensure that no voids

remain.

3.5 ADJUSTING AND CLEANING

A. Touchup Painting: Cleaning and touchup painting of field welds, bolted connections, and abraded areas of shop paint are specified in Section 09 96 00 “High performance Coatings.”

B. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A780.

END OF SECTION

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ANCHOR BOLTS AND CONCRETE INSERTS \\AUS1.AUS.APAI\SHARE\PROJECTS\0933\003-04\SPECS\100% SPEC\DIVISION 05\05501 ANCHOR BOLTS AND CONCRETE INSERTS_FINAL.DOCX

SECTION 05501 ANCHOR BOLTS AND CONCRETE INSERTS

PART 1 - GENERAL



1.2 SUMMARY

A. Section Includes: 1. Provide anchor bolts and concrete inserts for equipment and metal fabrications as

specified or shown on the Plans, including, but not limited to: a. Baffles, weirs and troughs. b. Rails. c. Sluice and slide gates. d. Hangers and brackets. e. Equipment. f. Piping. g. Tanks. h. Grating and floor plate. i. Electrical, Plumbing and HVAC Work. j. Wood and plastic fabrications.

B. Related Sections: 1. Requirements for anchor bolts and fasteners for structural steel, steel joists, steel

decking, and metal fabrications are described in applicable sections of Division 5.

1.3 REFERENCES AND DEFINITIONS

A. References: 1. American Society for Testing and Materials (ASTM) Standards:

a. ASTM A36 Specification for Carbon Structural Steel b. ASTM A193 Specification for Alloy Steel and Stainless Steel Bolting Materials

for High Temperature or High Pressure Service and Other Special Purpose Applications

c. ASTM A194 Specification for Carbon and Alloy Steel for Bolts for High Pressure or High Temperature, or Both

d. ASTM A283 Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

e. ASTM A307 Specification for Carbon Steel Externally and Internally Threaded Standard Fasteners

f. ASTM A320 Specification for Alloy Steel and Stainless Steel Bolting Materials for Low-Temperature Service

g. ASTM C881 Specification for Epoxy-Resin-Base Bonding Systems for concrete

h. ASTM E488 Test Method for Strength of Anchors in Concrete and Masonry Units

i. ASTM E1512 Test Method for Testing bond Performance of Bonded Anchors j. ASTM F436 Specification for Hardened Steel Washers k. ASTM F593 Specification for Stainless Steel Bolts, Hex Cap Screws, and

Studs l. ASTM F594 Specification for Stainless Steel Nuts m. ASTM F844 Specification for Washers, Steel, Plain (Flat), Unhardened for

General Use n. ASTM F1554 Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield

Strength

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2. International Code Council (ICC): Evaluation Reports for Concrete and Masonry Anchors.

3. FM Global (Formerly: FM - Factory Mutual System) 4. NSF International (NSF)

B. Definitions: 1. Exterior Area: Location not protected from the weather by a building or other enclosed

structure. 2. Interior Dry Area: Location inside building or structure where floor is not subject to

liquid spills or washdown, not where wall or roof slab is common to a water-holding or earth-retaining structure.

3. Interior Wet Area: Location inside building or structure where floor is sloped to floor drains or gutters and is subject to liquid spills or washdown, or where wall, floor, or roof slab is common to a water-holding or earth-retaining structure.

4. Submerged: Location at or below top of wall or embankment of open water-holding structure, such as a basin or channel, or wall, ceiling, or floor surface inside a covered water-holding structure, or exterior below grade wall or roof surface of water-holding structure, open or covered.

1.4 SUBMITTALS

A. Product Data: For each type of product indicated. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for products.

B. Shop Drawings: Submit the following; 1. Setting drawings and templates for location and installation of anchorage devices. 2. Copies of manufacturer's specifications, materials, load tables, dimension diagrams

and installation instructions for anchorage devices.

C. Samples: Submit the following: 1. Representative samples of bolts, anchors and inserts as may be requested for review

by the ENGINEER. Review will be for type and finish only. Compliance with all other requirements is the exclusive responsibility of CONTRACTOR.


A. Installer Qualifications: Adhesive anchor installers shall be trained and certified by manufacturer.

B. Testing Agency Qualifications: Qualified for testing anchors in accordance with ASTM E 488 and E 1512.

1.6 COORDINATION

A. Coordinate installation of anchorages. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.


A. When the size, length or load carrying capacity of an anchor bolt or concrete insert is not shown on the Plans, provide the size, length and capacity required to carry the design load times a minimum safety factor of four.

B. Determine design loads as follows: 1. For equipment anchors, use the design load recommended by the manufacturer and

approved by the ENGINEER. 2. For pipe hangers and supports, use one half the total weight of pipe, fittings, valves,

accessories and water contained in pipe, between the hanger or support in question and adjacent hangers and supports on both sides.

3. Allowances for vibration are included in the safety factor specified above.

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PART 2 - PRODUCTS

2.1 GENERAL

A. Unless otherwise indicated, comply with the following requirements:

Item ASTM Reference

Stainless Steel: Bolts, Threaded Rods, and Anchor Studs F 593, AISI Type 316, Condition CW

Nuts F 594, AISI Type 316, Condition CW Thrust Ties for Steel Pipe:

Threaded Rods A 193, Grade B7 Nuts A 194, Grade 2H

Plates A 283, Grade D

B. Bolt, Washers, and Nuts: Use stainless steel, hop-dip galvanized steel, and zinc-plated steel types as indicated in Fastener Schedule at end of this Section.

2.2 ANCHOR BOLTS AND ANCHOR BOLT SLEEVES

A. Cast-In-Place Anchor Bolts: 1. Headed type, unless otherwise shown on Drawings. 2. Material type and protective coating as listed in Fastener Schedule.

B. Anchor Bolt Sleeves: 1. Plastic:

a. Single unit construction with corrugated sleeve. b. Top of sleeve shall be self-threading to provide adjustment of threaded anchor

bolt projection. c. Material: High density polyethylene.

C. Fabricated Steel: ASTM A36.

2.3 CONCRETE AND MASONRY DRILLED ANCHORS

A. Mechanical Expansion Anchors: 1. Design Requirements: Anchor bolt and sleeve assembly shall have capability to

sustain without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined by testing in accordance with ASTM E 488.

2. Material: AISI Type 316 stainless, hot-dip galvanized or zinc-plated steel as listed in Fastener Schedule.

3. Current evaluation and acceptance reports by ICC or other similar code organization, and listed by UL and FM Global.

4. Acceptable for use in potable water structures by NSF and local health organizations. 5. Type:

a. Self-drilling Anchors; snap-off or flush type, zinc-plated. b. Non-drilling Anchors; flush type for use with zinc-plated or stainless steel bolt,

or stud type with projecting threaded stud. 6. Size: As shown on Drawings and required for the concrete strength specified. 7. Manufacturers. Subject to compliance with requirements, available products that may

be incorporated into the Work include, but are not limited to, the following: a. ITW Ramset/Red Head, Wood Dale, IL. b. Hilti, Inc., Tulsa, OK c. Powers Rawl, New Rochelle, NY d. Simpson Strong-Tie Co., Inc., Pleasanton, CA

B. Wedge Anchors:

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1. Material: AISI Type 316 stainless, hot-dip galvanized or zinc-plated steel as listed in Fastener Schedule.

2. Current evaluation and acceptance reports by ICC or other similar code organization, and listed by UL and FM Global.

3. Manufacturers: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. ITW Ramset/Red Head, Wood Dale, IL. b. Hilti, Inc., Tulsa, OK c. Powers Rawl, New Rochelle, NY d. Simpson Strong-Tie Co., Inc., Pleasanton, CA

C. Adhesive Anchors: 1. General: Consist of all-thread anchor rod, nut, washer, and adhesive material. 2. Threaded rod: 3. Material: Unless otherwise specified:

a. ASTM A36 for interior application, unless otherwise specified. b. ASTM F 593 Stainless steel threaded rod for exterior, interior wet, and

submerge applications. c. ASTM A 193, Grade B7, Type 2 for high strength applications.

4. Diameter as shown on the Drawings or as required for the loads and conditions. 5. Length as required to provide minimum depth of embedment. 6. Clean and free of grease, oil, or other deleterious material. 7. For hollow-unit masonry, provide galvanized or stainless steel wire cloth screen tube

to fit threaded rod. 8. Anchor rods shall have rolled threads.

a. Adhesive: 1) Two-component, designed to be used in adverse/thaw environments,

with gray color mixing. b. Cure Temperature, Pot Life, and Workability: Compatible for the intended use

and environmental conditions. c. Nonsag, with selected viscosity base on installation temperature and overhead

application where applicable. d. Meets ASTM C881, Type IV, Grade 3, Class A, B, and C, with the exception of

gel time and epoxy content. e. Manufacturers: Subject to compliance with requirements, available products

that may be incorporated into the Work include, but are not limited to, the following: 1) ITW Ramset/Red Head, Wood Dale, IL. 2) Hilti, Inc., Tulsa, OK 3) Powers Rawl, New Rochelle, NY 4) Simpson Strong-Tie Co., Inc., Pleasanton, CA

D. Concrete Inserts: 1. For piping, grating and floor plate provide malleable iron inserts. 2. Provide those recommended by the manufacturer for the required loading. 3. Finish shall be black.

E. Powder actuated fasteners and other types of bolts and fasteners not specified herein shall not be used unless approved by ENGINEER.

PART 3 - EXECUTION

3.1 CAST-IN-PLACE ANCHOR BOLTS

A. Accurately locate and hold anchor bolts in place with templates at the time concrete is placed.

B. Use anchor bolt sleeves for location adjustment and provide two nuts and one washer per bolt of same material as bolt.

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C. Minimum Bolt Size: 1/2-inch diameter by 12 inches long, unless otherwise shown.

3.2 CONCRETE AND MASONRY DRILLED ANCHORS

A. Begin installation only after concrete or masonry to receive anchors has obtained design strength.

B. Install in accordance with manufacturer’s instructions.

C. Provide minimum embedment, edge distance, and spacing as follows, unless indicated otherwise by manufacturer’s instructions or shown otherwise on Drawings.

Anchor Type Min. Embedment (bolt diameters)

Min. Edge Distance (bolt diameters)

Min. Spacing (bolt diameters)

Wedge 9 6 12

Expansion and Sleeve 4 6 12

Adhesive 9 9 13.5

D. Use only drill type, bit type, and diameter recommended by anchor manufacturer. Clean hole of debris and dust with brush and oil-free compressed air.

E. CONTRACTOR shall accurately locate steel reinforcement by the use of a pachometer or other approved means, prior to drilling the hole. If reinforcing is encountered in drilling holes for mechanical anchors, the hole should be abandoned and a new hole should be drilled.

F. Mechanical anchors shall be set by applying the manufacturer’s recommended torque.

G. Adhesive Anchors: 1. Do not install adhesive anchors when temperature is below 40 degree F or above 100

degree F. 2. Remove any standing water from hole with oil-free compressed air. Inside surface of

hole shall be dry. 3. For hollow-unit masonry, install screen tube in accordance with manufacturer’s

instructions. 4. Do not disturb anchor during recommended curing time. 5. Do not exceed maximum torque as specified in manufacturer’s instructions.

3.3 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections on concrete and masonry anchors when indicated on the Drawings.

3.4 MANUFACTURER’S SERVICES

A. Adhesive Anchors: Conduct site training of installation personnel for proper installation, handling, and storage of adhesive anchor system.

3.5 FASTENER SCHEDULE

A. Unless otherwise indicated on the Drawings, provide anchor bolts and anchors as follows:

Service Use and Location Product Notes

1. Anchor Bolts Cast into Concrete for Equipment Bases

Interior Dry Areas Stainless steel headed anchor bolts, unless otherwise specified with equipment.

Submerged, Exterior, Interior Wet, and Corrosive Areas

Stainless steel headed anchor bolts with fusion bonded coating, unless otherwise specified with

*

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Service Use and Location Product Notes

equipment

2. Drilled Anchors for Equipment and Components to Cast-in-Place Concrete

Interior Dry Areas Adhesive stainless steel anchors

Submerged, Exterior, Interior Wet, and Corrosive Areas

Adhesive stainless steel anchors

3. Anchors in Grout-Filled Concrete Masonry Units

Exterior and Interior Wet and Dry Areas

Hot-dip galvanized steel headed anchor bolts, zinc-plated or stainless steel adhesive anchors.

4. Anchors in Hollow Concrete Masonry Units


Zinc-plated or stainless steel sleeve anchors or stainless steel adhesive anchors with screen tube.

5. Connections for Structural Steel Framing and Support Components


High-strength steel bolted connections **

6. Connections of Aluminum Components

Submerged, Exterior and Interior Wet and Dry Areas

Stainless steel bolted connections, unless otherwise specified with equipment.

* See Painting Specification ** Use hot-dipped galvanized high-strength bolted connections for galvanized steel

framing members.

B. Anti-seizing Lubricant: Use on all stainless steel threads.

C. Do not use adhesive anchors to support fire-resistive construction or where ambient temperature will exceed 120 degree F.

D. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, true, and free of rack; and measured from established lines and levels.

E. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

F. Field Welding: Comply with the following requirements: 1. Use materials and methods that minimize distortion and develop strength and


no roughness shows after finishing and contour of welded surface matches that of adjacent surface.

G. Fastening to In-Place Construction: Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete and masonry inserts, toggle bolts, through bolts, lag screws, wood screws, and other connectors.

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H. Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction.

I. Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals with the following: 1. Cast Aluminum: Heavy coat of bituminous paint. 2. Extruded Aluminum: Two coats of clear lacquer.

END OF SECTION

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METAL STAIRS \\AUS1.AUS.APAI\SHARE\PROJECTS\0933\003-04\SPECS\100% SPEC\DIVISION 05\05511 METAL STAIRS_FINAL.DOC

SECTION 05511 METAL STAIRS

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes the following: 1. Industrial-type stairs (galvanized) with aluminum grating treads. 2. Aluminum handrails attached to metal stairs. 3. Aluminum handrails attached to walls adjacent to metal stairs.

B. Furnish all labor, materials, equipment and incidentals required and design, fabricate and install stairs as shown on the Drawings and as specified herein.

C. This Section is written as a "Performance Specification." It is not the intent of this Section to specify all details of design, fabrication, construction and operation. The Contractor shall have the ultimate responsibility for engineering, design, workmanship, materials, construction, installation, satisfactory testing and operational performance for all of the items and accessories under this and related Technical Specifications and Drawings, including design. All required equipment and incidentals shall be furnished, whether specified herein or not, to produce a fully operational and code-compliant stair element. The Engineer's approval of manufacturer's design and other submittals shall not relieve the Contractor of the above responsibilities.

D. Related Sections include the following: 1. Section 05530 “Metal Grating” for metal treads installed in metal stairs. 2. Section 05530 "Metal Grating" for metal treads not installed in metal stairs. 3. Section 05521 "Handrails and Railings" for stair railings. 4. Section 05910 “Galvanizing”.


A. Structural Performance of Stairs: Provide metal stairs with treads of metal-grating capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. Uniform Load: 150 lbf/sq. ft.. 2. Concentrated Load: 1000 lbf applied on an area of 4 sq. in located in the center of the

tread. 3. Uniform and concentrated loads need not be assumed to act concurrently. 4. Stair Framing: Capable of withstanding stresses resulting from railing loads in addition to

loads specified above. 5. Limit deflection of treads, platforms, and framing members to L/240 or 1/4 inch,

whichever is less.

B. Structural Performance of Railings: Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated:

1. Handrails: a. Uniform load of 50 lbf/ ft. applied in any direction. b. Concentrated load of 200 lbf applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently.

2. Top Rails of Guards: a. Uniform load of 50 lbf/ ft. applied in any direction. b. Concentrated load of 200 lbf applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently.

3. Infill of Guards: a. Concentrated load of 50 lbf applied horizontally on an area of 1 sq. ft.. b. Infill load and other loads need not be assumed to act concurrently.

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1.4 SUBMITTALS

A. Product Data: Manufacturer’s technical data for metal stairs products.

B. Shop Drawings:

1. Submit, in accordance with Section 01330, shop drawings showing clearly the location, size and details of all members, including length and size of all shop and field welds. Each field piece shall be plainly marked with suitable erection marks which shall also be shown on the erection diagram. Shop drawings shall show erection details and welding conditions.

2. Shop drawings detailing fabrication and installation of steel stairs. Include plans, elevations, sections, and details of metal stairs and their connections. Show anchorage and accessory items. Provide templates for anchors and bolts specified for installation under other sections.

C. Record Data: Submit structural calculations for the stair system, signed and sealed by a licensed professional engineer registered in the State of Texas.

D. Samples for Initial Selection: For products involving selection of color, texture, or design.

E. Welding certificates.


A. Welding: Qualify procedures and personnel according to the following as applicable: 1. AWS D1.1, "Structural Welding Code--Steel." 2. AWS D1.2, "Structural Welding Code--Aluminum." 3. AWS D1.3, "Structural Welding Code--Sheet Steel."


A. Field Measurements: Verify actual locations of walls and other construction contiguous with metal fabrications by field measurements before fabrication and indicate measurements on Shop Drawings. 1. Provide allowance for trimming and fitting at site.

1.7 COORDINATION

A. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

B. Coordinate locations of hanger rods and struts with other work so that they will not encroach on required stair width and will be within the fire-resistance-rated stair enclosure.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers

offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.

2.2 METALS

A. Metal Surfaces, General: Provide materials with smooth, flat surfaces without blemishes.

B. Steel, Structural Shapes and Plate: 1. All W-shapes and WT-shapes: ASTM A992/A992M. 2. All other plates, bars and rolled shapes: ASTM A36/A36M.

C. Pipe: ASTM A53/A53M, Grade B (Type E or S) (Fy=35).

D. Hollow Structural Sections (HSS):

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1. Round: ASTM A500/A500M, Grade B (Fy=42). 2. Square or rectangular: ASTM A500/A500M, Grade B (Fy=46).

E. High-Strength Bolts, Nuts and Washers: 1. ASTM A325 with ASTM A563 nuts or ASTM F1852 or ASTM A490 galvanized: 2. High-strength bolts:

a. Provide two (2) ASTM F436 washers for all bolts. b. Provide beveled washers at connections of sloped/tapered sections.

3. High-strength bolts with load indicating devices, ASTM F959, Type 325. a. Provide at Contractor's option and subject to approval of Engineer.

F. Washers, Plain (for Non-high Strength Bolts): ASME B18.22.1, Type B.

G. Welding Electrodes: 1. Shielded metal arc: AWS A5.1/A5.1M or AWS A5.5/A5.5M, E70XX or E801X-X. 2. Submerged arc: AWS A5.17/A5.17M or AWS A5.23/A5.23M, F7XX-EXXX or F8XX-

EXXX-XX. 3. Gas metal arc: AWS A5.18/A5.18M, E70S-X or E70U-1 or AWS A5.28/A5.28M,

ER80S-XX, E80C-XXX. 4. Flux cored arc: AWS A5.20/A5.20M, E7XT-X (except 2, 3, 10, GS), AWS

A5.29/A5.29M, E7XT-X or E8XTX-X, E8XTX-XM.

H. Expansion Anchor Bolts and Adhesive Anchor Bolts for Fastening to Concrete: 1. Use of expansion bolts requires approval by Engineer. 2. Stainless steel, Type 304 or Type 316. 3. Provide minimum edge distance cover as recommended by manufacturer or as

indicated on Drawings. 4. Steel Plates, Shapes, and Bars: ASTM A 36.


A. Extruded Abrasive Nosing: Extruded-aluminum units with abrasive filler. 1. Available Manufacturers:

a. American Safety Tread Co., Inc. b. Balco Inc. c. Wooster Products Inc. d. Approved equal.

2. Provide ribbed units, with abrasive filler strips projecting 1/16 inch above aluminum extrusion.

3. Apply clear lacquer to concealed bottoms, sides, and edges of units set into concrete.

B. Fasteners: Provide zinc-plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 25 for exterior use, and Class Fe/Zn 5 where built into exterior walls.

C. Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D 1187.

D. Concrete Materials and Properties: Comply with requirements in Division 3 Section 03300 "Cast-in-Place Concrete" for normal-weight, air-entrained, ready-mix concrete with a minimum 28-day compressive strength of 3500 psi, unless otherwise indicated.

E. Welded Wire Fabric: ASTM A 185, 6 by 6 inches--W1.4 by W1.4, unless otherwise indicated.

F. Precast Concrete Treads: Comply with requirements in Division 3 Section 03300 "Cast-in-Place Concrete" for normal-weight concrete with a minimum 28-day compressive strength of 5000 psi and a total air content of not less than 4 percent or more than 6 percent. Reinforce with galvanized, welded wire fabric, 2 by 2 inches by 0.062-inch- diameter wire.

2.4 FABRICATION

A. Provide complete stair assemblies, including metal framing, hangers, struts, railings, clips, brackets, bearing plates, and other components necessary to support and anchor stairs and platforms on supporting structure. 1. Join components by welding, unless otherwise indicated. Use materials and methods

that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. At exposed connections, finish exposed welds smooth and blended.

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2. Use connections that maintain structural value of joined pieces. 3. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges,

unless otherwise indicated. Remove sharp or rough areas on exposed surfaces. 4. Form bent-metal corners to smallest radius possible without impairing work. 5. Form exposed connections with hairline joints, flush and smooth, using concealed

fasteners where possible. Locate joints where least conspicuous.

B. Stair Framing: Fabricate stringers of steel channels. Construct platforms of steel channel headers and miscellaneous framing members. 1. If using bolts, fabricate and join so bolts are not exposed on finished surfaces. 2. Where stairs are enclosed by gypsum-board shaft-wall assemblies, provide hanger rods or

struts to support landings from floor construction above or below. 3. Where masonry walls support metal stairs, provide temporary supporting struts designed for

erecting steel stair components before installing masonry.

C. Metal Bar-Grating Stairs: Comply with Section 05530 “Metal Gratings.”

2.5 FINISHES

A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes. Finish metal stairs after assembly.

B. Hot-dip galvanize items indicated to be galvanized. Comply with ASTM A 123 or ASTM A 153 as applicable.

C. Apply coating system in accordance with Division 9 Section 09910 “Painting and Protective Coatings.”

D. Aluminum: Unless otherwise specified, provide an anodized finish, medium satin, etched, Architectural Class 1 (natural) as specified in the NAAMM Manual. Castings may have an A31 Architectural Class II anodic coating.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify field conditions are acceptable and are ready to receive work. Beginning of installation means erector accepts existing conditions.

3.2 INSTALLATION

A. Perform cutting, drilling, and fitting required for installing metal stairs. Set units accurately in location, alignment, and elevation, measured from established lines and levels and free of rack.

B. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments.

C. Install metal stairs by welding stair framing to steel structure or to weld plates cast into concrete, unless otherwise indicated.

D. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

E. Field Welding: Comply with the following requirements: 1. Use materials and methods that minimize distortion and develop strength and corrosion

resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 4. At exposed connections, finish exposed welds and surfaces smooth and blended so no

roughness shows after finishing and contour of welded surface matches that of adjacent surface.

F. When required, place and finish concrete fill for treads and platforms to comply with Division 3 Section "Cast-in-Place Concrete." 1. Install abrasive nosings with anchors fully embedded in concrete.

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G. When required, install precast treads with adhesive supplied by manufacturer.

H. Attach handrails to wall with wall brackets. 1. Use type of bracket with flange tapped for concealed anchorage to threaded hanger bolt

or predrilled hole for exposed bolt anchorage as shown in the Drawings.

3.3 FIELD CONTROL

A. Erection Tolerances: 1. Maximum Variation From Plumb: 1/4-inch per 10 feet. 2. Maximum Offset From True Alignment: 1/4-inch.

3.4 ADJUSTING AND CLEANING:

A. Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with the same material as used for shop painting.

B. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780.

END OF SECTION

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HANDRAILS AND RAILINGS \\AUS1.AUS.APAI\SHARE\PROJECTS\0933\003-04\SPECS\100% SPEC\DIVISION 05\05521 HANDRAILS AND RAILINGS_FINAL.DOCX

SECTION 05521 HANDRAILS AND RAILINGS

PART 1 - GENERAL



1.2 SUMMARY

A. Section Includes: 1. Aluminum pipe and tube railings.

B. Related Sections: 1. Section 05500 “Metal Fabrication” for fabrication. 2. Section 05510 “Metal Stairs” for pipe and tube railings associated with stairs.

1.3 SUBMITTALS

A. Product Data: For the following: 1. Manufacturer’s product lines of mechanically connected railings. 2. Railing brackets.

B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other work.

C. Samples for Initial Selection: For products involving selection of color, texture, or design.

D. Samples for Verification: For each type of exposed finish required. 1. Sections of each distinctly different linear railing member, including handrails, top

rails, posts, and balusters. 2. Fittings and brackets. 3. Assembled sample of railing system, made from full-size components, including top

rail, post, handrail, and infill. Sample need not be full height. a. Show method of connecting members at intersections.

E. Delegated-Design Submittal: For installed products indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

F. Welding Certificates.

G. Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, according to ASTM E894 and ASTM E935.


A. Source Limitations: Obtain each type of railing from single source from single manufacturer.

B. Welding Qualifications: Qualify procedures and personnel according to AWS D1.2, “Structural Welding Code - Aluminum.”


A. Delegated Design: Design railings, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

B. General: In engineering railings to withstand structural loads indicated, determine allowable design working stresses of railing materials based on the following: 1. Aluminum: The lesser of minimum yield strength divided by 1.65 or minimum ultimate

tensile strength divided by 1.95.

C. Structural Performance: Railings shall withstand the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. Handrails and Top Rails of Guards:

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a. Uniform load of 50 lbf/ ft. applied in any direction. b. Concentrated load of 200 lbf applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently.

2. Infill of Guards (Mesh): a. Concentrated load of 50 lbf applied horizontally on an area of 1 sq. ft. b. Infill load and other loads need not be assumed to act concurrently.

D. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes acting on exterior metal fabrications by preventing buckling, opening of joints, overstressing of components, failure of connections, and other detrimental effects. 1. Temperature Change: 120 F, ambient; 180 F, material surfaces.

E. Control of Corrosion: Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with incompatible materials.

F. Building Code: 2009 International Building Code.


A. Field Measurements: Verify actual locations of walls and other construction contiguous with metal fabrications by field measurements before fabrication.

1.7 COORDINATION AND SCHEDULING

A. Coordinate installation of anchorages for railings. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

B. Schedule installation so wall attachments are made only to completed walls. Do not support railings temporarily by any means that do not satisfy structural performance requirements.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. Aluminum Pipe and Tube Railings

a. ATR Technologies, Inc. b. Blum, Julius & Co., Inc. c. Braun, J. G., Company; a division of the Wagner Companies. d. CraneVeyor Corp. e. Hollaender Manufacturing Company. f. Kee Industrial Products, Inc. g. Moultrie Manufacturing Company. h. Pisor Industries, Inc. i. Sterling Dula Architectural Products, Inc.; Div. of Kane Manufacturing. j. Superior Aluminum Products, Inc. k. Thompson Fabricating, LLC. l. Tri Tech, Inc. m. Tubular Specialties Manufacturing, Inc. n. Tuttle Railing Systems; Div. of Tuttle Aluminum & Bronze, Inc. o. Wagner, R & B, Inc.; a division of the Wagner Companies.

2.2 METALS, GENERAL

A. Metal Surfaces, General: Provide materials with smooth surfaces, without seam marks, roller marks, rolled trade names, stains, discolorations, or blemishes.

B. Brackets, Flanges, and Anchors: Cast or formed metal of same type of material and finish as supported rails unless otherwise indicated.

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2.3 ALUMINUM

A. Aluminum, General: Provide alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required.

B. Extruded Bars and Tubing: ASTM B221, Alloy 6063-T5/T52.

C. Extruded Structural Pipe and Round Tubing: ASTM B429, Alloy 6063-T6. 1. Provide Standard Weight (Schedule 40) pipe, unless otherwise indicated.

D. Drawn Seamless Tubing: ASTM B210, Alloy 6063-T832.

E. Plate and Sheet: ASTM B209, Alloy 6061-T6.

F. Die and Hand Forgings: ASTM B247, Alloy 6061-T6.

G. Castings: ASTM B26, Alloy A356.0-T6.

2.4 FASTENERS

A. General: Provide the following: 1. Aluminum Railings: Type 316 stainless-steel fasteners.

B. Fasteners for Anchoring Railings to Other Construction: Select fasteners of type, grade, and class required to produce connections suitable for anchoring railings to other types of construction indicated and capable of withstanding design loads.

C. Fasteners for Interconnecting Railing Components: 1. Provide concealed fasteners for interconnecting railing components and for attaching

them to other work, unless exposed fasteners are unavoidable or are the standard fastening method for railings indicated.

2. Provide square or hex socket flat-head machine screws for exposed fasteners unless otherwise indicated.

D. Post-Installed Anchors: Torque-controlled expansion anchors or chemical anchors capable of sustaining, without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined by testing according to ASTM E488, conducted by a qualified independent testing agency. 1. Material: Alloy Group 2 stainless-steel bolts, ASTM F593, and nuts, ASTM F594.


A. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded. 1. For aluminum railings, provide type and alloy as recommended by producer of metal

to be welded and as required for color match, strength, and compatibility in fabricated items.

B. Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D1187.

2.6 FABRICATION

A. General: Fabricate railings to comply with requirements indicated for design, dimensions, member sizes and spacing, details, finish, and anchorage, but not less than that required to support structural loads.

B. Assemble railings in the shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for reassembly and coordinated installation. Use connections that maintain structural value of joined pieces.

C. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32 inch unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

D. Form work true to line and level with accurate angles and surfaces.

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E. Fabricate connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.

F. Cut, reinforce, drill, and tap as indicated to receive finish hardware, screws, and similar items.

G. Connections: Fabricate railings with either welded or nonwelded connections unless otherwise indicated.

H. Welded Connections for Aluminum Pipe: Fabricate railings to interconnect members with concealed internal welds that eliminate surface grinding, using manufacturer’s standard system of sleeve and socket fittings.

I. Non-welded Connections: Connect members with concealed mechanical fasteners and fittings. Fabricate members and fittings to produce flush, smooth, rigid, hairline joints. 1. Fabricate splice joints for field connection using an epoxy structural adhesive if this is

manufacturer’s standard splicing method.

J. Form changes in direction as follows: 1. By bending or by inserting prefabricated elbow fittings. 2. By flush bends or by inserting prefabricated flush-elbow fittings.

K. Bend members in jigs to produce uniform curvature for each configuration required; maintain cross section of member throughout entire bend without buckling, twisting, cracking, or otherwise deforming exposed surfaces of components.

L. Close exposed ends of railing members with prefabricated end fittings.

M. Brackets, Flanges, Fittings, and Anchors: Provide wall brackets, flanges, miscellaneous fittings, and anchors to interconnect railing members to other work unless otherwise indicated.

N. Provide inserts and other anchorage devices for connecting railings to concrete or masonry work. Fabricate anchorage devices capable of withstanding loads imposed by railings. Coordinate anchorage devices with supporting structure.

O. For removable railing posts, fabricate slip-fit sockets from stainless-steel tube or pipe whose ID is sized for a close fit with posts; limit movement of post without lateral load, measured at top, to not more than one-fortieth of post height. Provide socket covers designed and fabricated to resist being dislodged. 1. Provide chain with eye, snap hook, and staple across gaps formed by removable

railing sections at locations indicated. Fabricate from same metal as railings.

P. Toe Boards: Where indicated, provide toe boards at railings around openings and at edge of open-sided floors and platforms. Fabricate to dimensions and details indicated.

2.7 FINISHES, GENERAL

A. Comply with NAAMM’s “Metal Finishes Manual for Architectural and Metal Products” for recommendations for applying and designating finishes.

B. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping.

C. Provide exposed fasteners with finish matching appearance, including color and texture, of railings.


A. Unless otherwise specified, provide an anodized finish, medium satin, etched, Architectural Class 1 (natural) as specified in the NAAMM Manual. Castings may have an A31 Architectural Class II anodic coating.

PART 3 - EXECUTION


A. Fit exposed connections together to form tight, hairline joints.

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B. Perform cutting, drilling, and fitting required for installing railings. Set railings accurately in location, alignment, and elevation; measured from established lines and levels and free of rack. 1. Do not weld, cut, or abrade surfaces of railing components that have been coated or

finished after fabrication and that are intended for field connection by mechanical or other means without further cutting or fitting.

2. Set posts plumb within a tolerance of 1/16 inch in 3 feet. 3. Align rails so variations from level for horizontal members and variations from parallel

with rake of steps and ramps for sloping members do not exceed 1/4 inch in 12 feet.

C. Corrosion Protection: Coat concealed surfaces of aluminum that will be in contact with grout, concrete, masonry, wood, or dissimilar metals, with a heavy coat of bituminous paint.

D. Adjust railings before anchoring to ensure matching alignment at abutting joints.

E. Fastening to In-Place Construction: Use anchorage devices and fasteners where necessary for securing railings and for properly transferring loads to in-place construction.

3.2 RAILING CONNECTIONS

A. Non-welded Connections: Use mechanical or adhesive joints for permanently connecting railing components. Seal recessed holes of exposed locking screws using plastic cement filler colored to match finish of railings.

B. Welded Connections: Use fully welded joints for permanently connecting railing components. Comply with requirements for welded connections in “Fabrication” Article whether welding is performed in the shop or in the field.

3.3 ANCHORING POSTS

A. Anchor posts to metal surfaces with oval flanges, angle type, or floor type as required by conditions, connected to posts and to metal supporting members as follows: 1. For aluminum pipe railings, attach posts using fittings designed and engineered for

this purpose.

B. Install removable railing sections, where indicated, in slip-fit metal sockets cast in concrete.

3.4 ATTACHING RAILINGS

A. Attach railings to wall with wall brackets. Provide brackets with 1-1/2-inch clearance from inside face of handrail and finished wall surface. Locate brackets as indicated or, if not indicated, at spacing required to support structural loads. 1. Use type of bracket with predrilled hole for exposed bolt anchorage. 2. Locate brackets as indicated or, if not indicated, at spacing required to support

structural loads.

B. Secure wall brackets and railing end flanges to building construction as follows: 1. For concrete and solid masonry anchorage, use drilled-in expansion shields and

hanger or lag bolts.


A. Clean aluminum by washing thoroughly with clean water and soap and rinsing with clean water.

3.6 PROTECTION

A. Protect finishes of railings from damage during construction period with temporary protective coverings approved by railing manufacturer. Remove protective coverings at time of Substantial Completion.

END OF SECTION

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SECTION 05530 METAL GRATINGS

PART 1 - GENERAL



1.2 SUMMARY

A. Section Includes: 1. Metal bar gratings. 2. Metal frames and supports for gratings.

B. Related Sections: 1. Section 05510 “Metal Stairs” for grating treads and landings of steel-framed stairs. 2. Section 05521 “Handrails and Railings” for metal pipe and tube handrails and railings.

1.3 SUBMITTALS

A. Product Data: For the following: 1. Clips and anchorage devices for gratings. 2. Coating Products.

B. Shop Drawings: Include plans, sections, details, and attachments to other work.

C. Delegated-Design Submittal: For installed products indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

D. Mill Certificates: Signed by manufacturers of stainless-steel sheet certifying that products furnished comply with requirements.

E. Welding certificates.


A. Metal Bar Grating Standards: Comply with NAAMM MBG 531, “Metal Bar Grating Manual.”

B. Welding Qualifications: Qualify procedures and personnel according to the following: 1. AWS D1.1, “Structural Welding Code - Steel.” 2. AWS D1.2, “Structural Welding Code - Aluminum.”


A. Delegated Design: Design gratings, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

B. Structural Performance: Gratings shall withstand the effects of gravity loads and the following loads and stresses within limits and under conditions indicated. 1. Floors: Uniform load of 125 lbf/sq. ft., unless noted otherwise. 2. Open Top Vault Covers: Uniform load of 250 lbf/sq. ft. 3. Walkways and Elevated Platforms : Uniform load of 100 lbf/sq. ft. 4. Sidewalks and Vehicular Driveways, Subject to Trucking: Uniform load of 250 lbf/sq.

ft. or concentrated load of 8000 lbf whichever produces the greater stress. 5. Limit deflection to L/360 or 1/4 inch, whichever is less.


A. Field Measurements: Verify actual locations of walls and other construction contiguous with gratings by field measurements before fabrication.

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1.7 COORDINATION

A. Coordinate installation of anchorages for gratings, grating frames, and supports. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

PART 2 - PRODUCTS

2.1 ALUMINUM

A. Aluminum, General: Provide alloy and temper recommended by aluminum producer for type of use indicated, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required.

B. Extruded Bars and Shapes: ASTM B221, alloys as follows: 1. 6061-T6 or 6063-T6, for bearing bars of gratings and shapes. 2. 6061-T1, for grating crossbars.

2.2 FASTENERS

A. General: Unless otherwise indicated, provide Type 316 stainless-steel fasteners. Select fasteners for type, grade, and class required. 1. Provide stainless-steel fasteners for fastening aluminum.


A. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy that is welded.

B. Galvanizing Repair Paint: High-zinc-dust-content paint complying with SSPC-Paint 20 and compatible with paints specified to be used over it.

C. Bituminous Paint: Cold-applied asphalt emulsion complying with ASTM D1187.

2.4 FABRICATION

A. Shop Assembly: Fabricate grating sections in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

B. Cut, drill, and punch material cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32 inch unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

C. Form from materials of size, thickness, and shapes indicated, but not less than that needed to support indicated loads.

D. Fit exposed connections accurately together to form hairline joints.

E. Welding: Comply with AWS recommendations and the following: 1. Use materials and methods that minimize distortion and develop strength and

corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately.

F. Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and space the anchoring devices to secure gratings, frames, and supports rigidly in place and to support indicated loads.

2.5 METAL BAR GRATINGS

A. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. Alabama Metal Industries Corporation; a Gibraltar Industries company.

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2. All American Grating. 3. BarnettBates Corporation. 4. Borden Metal Products (Canada) Limited. 5. Fisher & Ludlow; Division of Harris Steel Limited. 6. Grating Pacific, Inc. 7. Grupo Metelmex, S.A. de C.V. 8. IKG Industries; a division of Harsco Corporation. 9. Marwas Steel Co.; Laurel Steel Products Division. 10. Ohio Gratings, Inc. 11. Seidelhuber Metal Products; Division of Brodhead Steel Products.

B. Pressure-Locked, Rectangular Bar Aluminum Grating: Fabricated by pressing rectangular flush-top crossbars into slotted bearing bars. 1. Bearing Bar Spacing: 11/16 inches o.c. 2. Bearing Bar Depth: 2 inches or as required to comply with structural performance

requirements. 3. Bearing Bar Thickness: 3/16-inch or as required to comply with structural

performance requirements. 4. Crossbar Spacing: 4 inches o.c. 5. Traffic Surface: Plain unless otherwise shown on Drawings. 6. Aluminum Finish: Class I, clear, anodized finish.

C. Removable Grating Sections: Fabricate with banding bars attached by welding to entire perimeter of each section. Include anchors and fasteners of type indicated or, if not indicated, as recommended by manufacturer for attaching to supports. 1. Provide no fewer than four weld lugs for each heavy-duty grating section, with each

lug shop welded to two bearing bars. 2. Provide no fewer than four saddle clips for each grating section composed of

rectangular bearing bars 3/16-inch or less in thickness and spaced 15/16-inch or more o.c., with each clip designed and fabricated to fit over two bearing bars.

3. Furnish threaded bolts with nuts and washers for securing grating to supports. 4. Furnish self-drilling fasteners with washers for securing grating to supports. 5. Furnish galvanized malleable-iron flange clamp with galvanized bolt for securing

grating to supports. Furnish as a system designed to be installed from above grating by one person.

6. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. Kee Industrial Products, Inc.; Grating Clip. b. Lindapter North America, Inc.; Grate-Fast.

D. Fabricate cutouts in grating sections for penetrations indicated. Arrange cutouts to permit grating removal without disturbing items penetrating gratings. 1. Edge-band openings in grating that interrupt four or more bearing bars with bars of

same size and material as bearing bars.

E. Do not notch bearing bars at supports to maintain elevation.

2.6 GRATING FRAMES AND SUPPORTS

A. Frames and Supports for Metal Gratings: Fabricate from metal shapes, plates, and bars of welded construction to sizes, shapes, and profiles indicated and as necessary to receive gratings. Miter and weld connections for perimeter angle frames. Cut, drill, and tap units to receive hardware and similar items. 1. Unless otherwise indicated, fabricate from same basic metal as gratings. 2. Equip units indicated to be cast into concrete or built into masonry with integrally

welded anchors. Unless otherwise indicated, space anchors 24 inches o.c. and provide minimum anchor units in the form of steel straps 1-1/4 inches wide by 1/4-inch thick by 8 inches long.

B. Galvanize steel frames and supports.

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A. Finish designations prefixed by AA comply with the system established by the Aluminum Association for designating aluminum finishes.

B. Class I, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: nonspecular as fabricated; Chemical Finish: etched, medium matte; Anodic Coating: Architectural Class I, clear coating 0.018 mm or thicker) complying with AAMA 611.

PART 3 - EXECUTION


A. Fastening to In-Place Construction: Provide anchorage devices and fasteners where necessary for securing gratings to in-place construction. Include threaded fasteners for concrete and masonry inserts, through-bolts, lag bolts, and other connectors.

B. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing gratings. Set units accurately in location, alignment, and elevation; measured from established lines and levels and free of rack.

C. Provide temporary bracing or anchors in formwork for items that are to be built into concrete or masonry.

D. Fit exposed connections accurately together to form hairline joints. 1. Weld connections that are not to be left as exposed joints but cannot be shop welded

because of shipping size limitations. Do not weld, cut, or abrade the surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

E. Field Welding: Comply with the following requirements: 1. Use materials and methods that minimize distortion and develop strength and

corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately.

F. Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals, with a heavy coat of bituminous paint.

3.2 INSTALLING METAL BAR GRATINGS

A. General: Install gratings to comply with recommendations of referenced metal bar grating standards that apply to grating types and bar sizes indicated, including installation clearances and standard anchoring details.

B. Attach removable units to supporting members with type and size of clips and fasteners indicated or, if not indicated, as recommended by grating manufacturer for type of installation conditions shown.

C. Attach nonremovable units to supporting members by welding where both materials are same; otherwise, fasten by bolting as indicated above.


A. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A780.

END OF SECTION

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SECTION 05910 GALVANIZING

PART 1 - GENERAL

SCOPE OF WORK 1.1

A. Hot dip galvanizing of structural steel members, assemblies, and metal fabrications.

B. Definitions

1. Hot-Dip Galvanizing: The dipping of steel members and assemblies into molten zinc for lasting (or long-term) corrosion protection. The resultant zinc coating fuses permanently with the base steel material.

2. Electrogalvanizing: Electrodepositing or electroplating with zinc by electrolysis for limited corrosion protection.

3. Passivating: The chemical treatment of freshly galvanized steel materials to prevent humid storage stain (white rust or white corrosion). This treatment (passivation) consists of quenching freshly galvanized steel in water to which a chromate or a chromic-acid solution or other proprietary solution, has been added.

REFERENCE STANDARDS 1.2

A. American Hot Dip Galvanizers Association, Inc. (AHDGA)

1. Publication, "Inspection Manual for Hot Dip Galvanized Products"

B. American Society for Testing and Materials (ASTM)

1. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

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

3. ASTM A143 - Standard Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

4. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

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

6. ASTM A384 - Standard Practice for Safeguarding Against Warpage and Distortion During Hot-Dip Galvanizing of Steel Assemblies

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

8. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nuts

9. ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

10. ASTM B6 - Standard Specification for Zinc

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11. ASTM D2092 - Standard Guide for Preparation of Zinc-Coated (Galvanized) Steel Surfaces for Painting

C. Certification: Furnish Certificates of Compliance with ASTM Specifications and Standards specified herein. Each certificate to be signed by Contractor and galvanizer certifying that steel materials, bolts, nuts, washers, and items of iron and steel hardware conform to specified requirements.

D. Inspections and Tests: Inspections, tests, and samples to conform to ASTM Specifications and Standards. Inspections rights and privileges, procedures, and acceptance or rejection of galvanized steel materials to conform to ASTM A123 or A153, as applicable. Inspections and tests include the following:

1. Visual examination of samples and finished products.

2. Tests to determine weight or mass of zinc of coating per square foot of metal surface.

3. Tests to determine distribution and uniformity of zinc coating.

SUBMITTALS 1.3

A. Furnish Certificates of Compliance with certified original and two copies forwarded to the Engineer.

DELIVERY, STORAGE, AND HANDLING 1.4

A. Packaging: Of type to prevent damage to galvanized surfaces and distortion of steel materials and components.

B. Handling and Storage: Handle and protect galvanized materials from damage to zinc coating. To avoid humid storage stain, space surfaces of galvanized materials to permit free circulation of air.

C. Damaged Material: Repair material showing evidence of damage to zinc coating. If not repairable, material with damaged coating will be subject to rejection.

PART 2 - PRODUCTS

STEEL MATERIALS 2.1

A. Material for galvanizing to be geometrically suitable for galvanizing as specified in ASTM A384 and A385. Steel materials suitable for galvanizing include structural shapes, pipe, sheet, fabrications, and assemblies.

B. Material to be chemically suitable for galvanizing.

IRON AND STEEL HARDWARD 2.2

A. Bolts, nuts, washers, and items of iron and steel hardware furnished or galvanized to be suitable for hot dip galvanizing.

B. Inspect iron and steel hardware before galvanizing and ascertain whether suitable for galvanizing. Replace items that are not suitable for galvanizing.

C. Some areas require stainless steel hardware. Refer to drawings and other specifications within the contract documents.

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ZINC FOR GALVANIZING 2.3

A. Conform with ASTM B6 as specified in ASTM A123.

GALVANIZING 2.4

A. Steel members, fabrications, and assemblies to be galvanized after fabrication, by hot dip process in accordance with ASTM A123, as applicable. Weight of zinc coating to conform to requirements specified under "Weight of Coating" in ASTM A123, as applicable.

B. Safeguard against steel embrittlement in conformance with ASTM A143.

C. Safeguard against warpage or distortion of steel members to conform to ASTM A384. Notify Engineer of potential warpage problems that may require modification in design before proceeding with steel fabrications.

D. Finish and uniformity of zinc coating and adherence of coating to conform to ASTM A123 or A153, as applicable.

E. Bolts, nuts, and washers, and iron and steel hardware components to be galvanized in accordance with ASTM A153. Weight of zinc coating to conform to requirements specified under "Weight of Coating" in ASTM A153. Nuts to be taped after galvanizing to minimum diametral amounts specified in ASTM A563. Coat nuts with waterproof lubricant, clean and dry to touch. High strength bolts for structural steel joints to be galvanized in accordance with ASTM A325.

PASSIVATING 2.5

A. Galvanizing materials subject to extended periods of storage in open, exterior locations to be given passivating treatment or light oiling to prevent humid storage stain. Treatment, solution, and process subject to review and acceptance by Engineer. Chromate passivation should not be used on items galvanized after fabrication and are to be painted after erection.

PRESERVATIVE OILS 2.6

A. Do not treat freshly galvanized or passivated surfaces with oils, grease, or chemicals that might interfere with adhesion of subsequent paint primers and coatings.

PAINTING 2.7

A. Prepare galvanized metal surface to be field painted if required in accordance with ASTM D2092.

B. Shop coat galvanized metal surfaces if painting is required with approved galvanized primer.

PART 2 - EXECUTION

INSTALLATION OF STEEL MATERIALS 3.1

A. Steel materials, fabrications, and assemblies are specified to be installed in various other sections under Division 5.

FIELD INSPECTION 3.2

A. Inspect installed galvanized materials, fabrications, and assemblies to conform to applicable requirements of AHDGA, consisting of visual inspection.

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TOUCHUP AND REPAIR 3.3

A. Repair damaged galvanized surfaces in accordance with ASTM A780.

B. Dry film thickness of applied repair materials to be not less than galvanized coating thickness required by ASTM A53, A123, or A153, as applicable.

C. Touchup prime-painted surface with same galvanized primer applied in shop. Clean damaged surfaces first to assure proper paint adhesion.

END OF SECTION