section 05 05 23 - home - construction bid site 05 05 23 page 2 1.2 definitions definitions of...

SECTION 05 05 23

SECTION 05 05 23

WELDING, STRUCTURAL PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 360 (2005) Specification for Structural Steel

Buildings, with Commentary

AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) ASNT RP SNT-TC-1A (2006) Recommended Practice

AMERICAN WELDING SOCIETY (AWS)

AWS A2.4 (2007) Standard Symbols for Welding, Brazing

and Nondestructive Examination AWS A3.0 (2001) Standard Welding Terms and Definitions

Including Terms for Adhesive Bonding, Brazing, Soldering, Thermal Cutting and Thermal Spraying

AWS D1.1/D1.1M (2008) Structural Welding Code - Steel

AWS D1.3/D1.3M (2008) Structural Welding Code - Sheet Steel

AWS D1.4/D1.4M (2005; Errata 2005) Structural Welding Code -

Reinforcing Steel AWS D14.1/D14.1M (2005) Welding Industrial and Mill Cranes and

Other Material Handling Equipment AWS D14.4/D14.4M (2005) Welded Joints for Machinery and

Equipment AWS Z49.1 (2005) Safety in Welding, Cutting and Allied

Processes

ASTM INTERNATIONAL (ASTM) ASTM E 165 (2002) Standard Test Method for Liquid

Penetrant Examination ASTM E 709 (2008) Standard Guide for Magnetic Particle

Examination

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1.2 DEFINITIONS Definitions of welding terms are in accordance with AWS A3.0. The following classifications Class 1 (highest class) to Class 6 (lowest class) indicate the project's class(es) of weld joints.

1.2.1 Class 1 Weld Joints This covers complete penetration weld joints only. These weld joints apply where failure would cause a loss of the system and/or be hazardous to personnel. Class 1 weld joints are highly stressed (dynamic and cyclic loading) and characterized as a single point of failure with no redundancy for the redistribution of stress into another member.

1.2.2 Class 2 Weld Joints This covers both complete and partial penetration groove weld joints and fillet weld joints. These weld joints apply where failure would reduce the overall efficiency of a system but loss of the system or a hazard to personnel would not be experienced.

1.2.3 Class 3 Weld Joints This covers both complete and partial penetration groove weld joints and fillet weld joints. These weld joints apply where failure would not affect the efficiency of a system nor create a hazard to personnel. Class 3 weld joints are connections of secondary members not subject to dynamic action and/or low stressed miscellaneous applications.

1.2.4 Class 4 Weld Joints This covers weld joints applicable to welding reinforcing steel to primary structural members.

1.2.5 Class 5 Weld Joints This covers weld joints applicable to welding concrete reinforcing steel splices (prestressing steel excepted), steel connection devices, and inserts and anchors required in concrete construction.

1.2.6 Class 6 Weld Joints This covers plug and slot weld joints as applicable to the requirements of the project's code(s).

1.3 SYSTEM DESCRIPTION Conform the design of welded connections to AISC 360, unless otherwise indicated or specified. Material with welds will not be accepted unless the welding is specified or indicated on the drawings or otherwise approved. Perform welding as specified in this section, except where additional requirements are shown on the drawings or are specified in other sections. Do not commence welding until welding procedures, inspectors, nondestructive testing personnel, welders, welding operators, and tackers have been qualified and the submittals approved by the Contracting Officer. Perform all testing at or near the work site. Each Contractor performing welding

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shall maintain records of the test results obtained in welding procedure, welder, welding operator, and tacker performance qualifications.

1.3.1 Pre-erection Conference Hold a pre-erection conference prior to the start of the field welding, to bring all affected parties together and to gain a naturally clear understanding of the project and the Welding Procedure Specifications (WPS) (which the Contractor shall develop and submit for all welding, including welding done using pre-qualified procedures). Mandatory attendance is required by all Contractor's welding production and inspection personnel and appropriate Government personnel. Include as items for discussion: responsibilities of various parties; welding procedures and processes to be followed; welding sequence (both within a joint and joint sequence within the building); inspection requirements and procedures, both visual and ultrasonic; welding schedule; fabrication of mock-up model; and other items deemed necessary by the attendees.

1.3.2 Mock-up Model Perform first the field-welded connection designated as the mock-up model on the drawings. All welders qualified and designated to perform field-welded groove joints must be present during the welding of the mock-up model connections and each one shall perform a part of the welding. Simulate with the mock-up test all physical and environmental conditions that will be encountered during the welding of all groove joints. Execute all inspection procedures required for groove welded joints, including NDE tests, on the mock-up model. All Contractor inspection and testing personnel designated to perform QC of groove welded joints must be present during the welding of the mock-up model and each one shall perform the inspection procedures to be performed on production welding of these joints. This mock-up model connection represents the standard of performance, both for the welding and inspection procedures used and the results to be achieved in the production welding for these groove welded joints.

1.4 SUBMITTALS Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Welding Procedure Qualifications; G Welder, Welding Operator, and Tacker Qualification Inspector Qualification Previous Qualifications Pre-qualified Procedures

Copies of the welding procedure specifications; the procedure qualification test records; and the welder, welding operator, or tacker qualification test records.

SD-06 Test Reports

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Quality Control Nondestructive Examination

A quality assurance plan and records of tests and inspections. Submit all records of nondestructive examination in accordance with paragraph "Acceptance Requirements".

SD-07 Certificates

Certified Welding Procedure Specifications (WPS) Certified Brazing Procedure Specifications (BPS) Certified Procedure Qualification Records (PQR) Certified Welder Performance Qualifications (WPQ) Certified Brazer Performance Qualifications (BPQ)

Certificates in accordance with paragraph "Other Applications".

1.5 QUALITY ASSURANCE Except for pre-qualified (in accordance with AWS D1.1/D1.1M) and previously qualified procedures, each Contractor performing welding shall record in detail and qualify the welding procedure specification for any welding procedure followed in the fabrication of weldments. Conform welding procedure qualifications to AWS D1.1/D1.1M and to the specifications in this section. Submit for approval copies of the welding procedure specification and the results of the procedure qualification test for each type of welding which requires procedure qualification. Approval of any procedure, however, does not relieve the Contractor of the sole responsibility for producing a finished structure meeting all the specified requirements. Submit this information on the forms in Annex M of AWS D1.1/D1.1M. Individually identify and clearly reference on the detail drawings and erection drawings all welding procedure specifications, or suitably key them to the contract drawings. In case of conflict between this specification and AWS D1.1/D1.1M, this specification governs.

1.5.1 General Requirements The organization performing this work must be certified in the following: American Institute of Steel Construction (AISC) Quality Certification Standard for Steel Building Structures.

a. For Structural Projects, provide documentation of the following:

1) Component Thickness 1/8 inch and greater: Qualification documents (WPS, PQR, and WPQ) in accordance with AWS D1.1/D1.1M.

2) Component Thickness Less than 1/8 inch: Qualification documents (WPS, PQR, and WPQ) in accordance with AWS D1.3/D1.3M.

3) Reinforcing Steel: Qualification documents (WPS, PWR, and WPQ) in accordance with AWS D1.4/D1.4M.

b. For other applications, provide documentation of the following:

1) Submit for review to the Contracting Officer two copies of Certified Welding Procedure Specifications (WPS), Certified Brazing Procedure Specifications (BPS) and Certified Procedure

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Qualification Records (PQR) within fifteen calendar days after receipt of Notice to Proceed.

2) Cranes: Qualification documents (WPS, PQR, and WPQ) in accordance with AWS D14.1/D14.1M.

3) Submit for review to the Contracting Officer two copies of Certified Welder Performance Qualifications (WPQ)and Certified Brazer Performance Qualifications (BPQ) within fifteen calendar days prior to any employee welding on the project material.

4) Machinery: Qualification documents (WPS, PQR, and WPQ) in accordance with AWS D14.4/D14.4M.

1.5.2 Previous Qualifications Welding procedures previously qualified by test may be accepted for this contract without re-qualification if the following conditions are met:

a. Testing was performed by an approved testing laboratory, technical

consultant, or the Contractor's approved quality control organization.

b. The qualified welding procedure conforms to the requirements of this specification and is applicable to welding conditions encountered under this contract.

c. The welder, welding operator, and tacker qualification tests conform to

the requirements of this specification and are applicable to welding conditions encountered under this contract.

1.5.3 Pre-qualified Procedures Welding procedures which are considered pre-qualified as specified in AWS D1.1/D1.1M will be accepted without further qualification. Submit for approval a listing or an annotated drawing to indicate the joints not pre-qualified. Procedure qualification is mandatory for these joints.

1.5.4 Retests If welding procedure fails to meet the requirements of AWS D1.1/D1.1M, revise and re-qualify the procedure specification, or at the Contractor's option, welding procedure may be retested in accordance with AWS D1.1/D1.1M. If the welding procedure is qualified through retesting, all test results, including those of test welds that failed to meet the requirements, shall be submitted with the welding procedure.

1.5.5 Welder, Welding Operator, and Tacker Qualification Each welder, welding operator, and tacker assigned to work on this contract shall be qualified in accordance with the applicable requirements of AWS D1.1/D1.1M and as specified in this section. Welders, welding operators, and tackers who make acceptable procedure qualification test welds will be considered qualified for the welding procedure used.

1.5.5.1 Previous Personnel Qualifications

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At the discretion of the Contracting Officer, welders, welding operators, and tackers qualified by test within the previous 6 months may be accepted for this contract without re-qualification if all the following conditions are met:

a. Copies of the welding procedure specifications, the procedure

qualification test records, and the welder, welding operator, and tacker qualification test records are submitted and approved in accordance with the specified requirements for detail drawings.

b. Testing was performed by an approved testing laboratory, technical

consultant, or the Contractor's approved quality control organization.

c. The previously qualified welding procedure conforms to the requirements of this specification and is applicable to welding conditions encountered under this contract.

d. The welder, welding operator, and tacker qualification tests conform to

the requirements of this specification and are applicable to welding conditions encountered under this contract.

1.5.5.2 Certificates Before assigning any welder, welding operator, or tacker to work under this contract, submit the names of the welders, welding operators, and tackers to be employed, and certification that each individual is qualified as specified. The certification must state the type of welding and positions for which the welder, welding operator, or tacker is qualified, the code and procedure under which the individual is qualified, the date qualified, and the name of the firm and person certifying the qualification tests. Keep the certification current, on file, and furnish 3 copies.

1.5.5.3 Renewal of Qualification Re-qualification of a welder or welding operator is required under any of the following conditions:

a. It has been more than 6 months since the welder or welding operator has

used the specific welding process for which he is qualified.

b. There is specific reason to question the welder or welding operator's ability to make welds that meet the requirements of these specifications.

c. The welder or welding operator was qualified by an employer other than

those firms performing work under this contract, and a qualification test has not been taken within the past 12 months. Submit as evidence of conformance all records showing periods of employment, name of employer where welder, or welding operator, was last employed, and the process for which qualified.

d. A tacker who passes the qualification test is considered eligible to

perform tack welding indefinitely in the positions and with the processes for which he is qualified, unless there is some specific reason to question the tacker's ability. In such a case, the tacker is required to pass the prescribed tack welding test.

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1.5.6 Inspector Qualification Inspector qualifications shall be in accordance with AWS D1.1/D1.1M. Qualify all nondestructive testing personnel in accordance with the requirements of ASNT RP SNT-TC-1A for Levels I or II in the applicable nondestructive testing method. The inspector may be supported by assistant welding inspectors who are not qualified to ASNT RP SNT-TC-1A, and assistant inspectors may perform specific inspection functions under the supervision of the qualified inspector.

1.5.7 Symbols and Safety Symbols shall be in accordance with AWS A2.4, unless otherwise indicated. Safe weldiing practices and safety precautions during welding shall conform to AWS Z49.1.

PART 2 PRODUCTS 2.1 WELDING EQUIPMENT AND MATERIALS Provide all welding equipment, electrodes, welding wire, and fluxes capable of producing satisfactory welds when used by a qualified welder or welding operator performing qualified welding procedures. All welding equipment and materials shall comply with the applicable requirements of AWS D1.1/D1.1M.

PART 3 EXECUTION 3.1 WELDING OPERATIONS 3.1.1 Requirements Conform workmanship and techniques for welded construction to the requirements of AWS D1.1/D1.1M and AISC 360. When AWS D1.1/D1.1M and the AISC 360 specification conflict, the requirements of AWS D1.1/D1.1M govern.

3.1.2 Identification Identify all welds in one of the following ways:

a. Submit written records to indicate the location of welds made by each

welder, welding operator, or tacker.

b. Identify all work performed by each welder, welding operator, or tacker with an assigned number, letter, or symbol to identify welds made by that individual. The Contracting Officer may require welders, welding operators, and tackers to apply their symbol next to the weld by means of rubber stamp, felt-tipped marker with waterproof ink, or other methods that do not cause an indentation in the metal. Place the identification mark for seam welds adjacent to the weld at 3 foot intervals. Identification with die stamps or electric etchers is not allowed.

3.2 QUALITY CONTROL Perform testing using an approved inspection or testing laboratory or technical consultant; or if approved, the Contractor's inspection and testing personnel may be used instead of the commercial inspection or

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testing laboratory or technical consultant. Perform visual to determine conformance with paragraph STANDARDS OF ACCEPTANCE. Conform procedures and techniques for inspection with applicable requirements of AWS D1.1/D1.1M, ASTM E 165, ASTM E 709, except that in radiographic inspection only film types designated as "fine grain," or "extra fine," are acceptable.

3.3 STANDARDS OF ACCEPTANCE Conform dimensional tolerances for welded construction, details of welds, and quality of welds with the applicable requirements of AWS D1.1/D1.1M and the contract drawings. Perform nondestructive testing by visual inspection methods. The minimum extent of nondestructive testing must be a random percentage of welds or joints, as indicated on the drawings.

3.3.1 Nondestructive Examination The welding is subject to inspection and tests in the mill, shop, and field. Inspection and tests in the mill or shop do not relieve the Contractor of the responsibility to furnish weldments of satisfactory quality. When materials or workmanship do not conform to the specification requirements, the Government reserves the right to reject material or workmanship or both at any time before final acceptance of the structure containing the weldment.

3.3.2 Destructive Tests Make all repairs when metallographic specimens are removed from any part of a structure. Employ only qualified welders or welding operators, and use the proper joints and welding procedures, including peening or heat treatment if required, to develop the full strength of the members and joints cut and to relieve residual stress.

3.4 GOVERNMENT INSPECTION AND TESTING In addition to the inspection and tests performed by the Contractor for quality control, the Government will perform inspection and testing for acceptance to the extent determined by the Contracting Officer. The costs of such inspection and testing will be borne by the Contractor if unsatisfactory welds are discovered, or by the Government if the welds are satisfactory. The work may be performed by the Government's own forces or under a separate contract for inspection and testing. The Government reserves the right to perform supplemental nondestructive and destructive tests to determine compliance with paragraph STANDARDS OF ACCEPTANCE.

3.5 CORRECTIONS AND REPAIRS If inspection or testing indicates defects in the weld joints, repair defective welds using a qualified welder or welding operator as applicable. Conduct corrections in accordance with the requirements of AWS D1.1/D1.1M and the specifications. Repair all defects in accordance with the approved procedures. Repair defects discovered between passes before additional weld material is deposited. Wherever a defect is removed and repair by welding is not required, blend the affected area into the surrounding surface to eliminate sharp notches, crevices, or corners. After a defect is thought to have been removed, and before re-welding, examine the area by suitable methods to ensure that the defect has been eliminated. Repaired welds shall meet the inspection requirements for the original welds. Any indication of

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a defect is regarded as a defect, unless re-evaluation by nondestructive methods or by surface conditioning shows that no unacceptable defect is present.

-- End of Section --

SECTION 05 12 00 Page 1

SECTION 05 12 00

STRUCTURAL STEEL

PART 1 GENERAL 1.1 GENERAL REQUIREMENTS Structural steel fabrication and erection shall be performed by an organization experienced in structural steel work of equivalent magnitude. The Contractor shall be responsible for correctness of detailing, fabrication, and for the correct fitting of structural members. Connections, for any part of the structure not shown on the contract drawings, shall be considered simple shear connections and shall be designed and detailed in accordance with pertinent provisions of AISC 317 and AISC 325. Substitution of sections or modification of connection details will not be accepted unless approved by the Contracting Officer. AISC 317 and AISC 325 shall govern the work. Welding shall be in accordance with AWS D1.1/D1.1M; except that welding for critical applications shall be in accordance with Section 05 05 23 WELDING, STRUCTURAL or paragraph WELDING. High-strength bolting shall be in accordance with AISC 317 or AISC 325.

1.2 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)

AASHTO HB-17 (2002; Errata 2003; Errata 2005) Standard

Specifications for Highway Bridges

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AISC 303 (2005) Code of Standard Practice for Steel

Buildings and Bridges AISC 317 (1992; Reprint 1999) ASD Manual of Steel

Construction, Vol II: Connections AISC 325 (2005) Manual of Steel Construction

AISC 326 (2002) Detailing for Steel Construction

AISC 341 (2005; Supp 2001) Seismic Provisions for

Structural Steel Buildings AISC 348 (2000) Structural Joints Using ASTM A325 or

A490 Bolts AISC 350 (2005) Load and Resistance Factor Design

(LRFD)Specification for Structural Steel Buildings


AISC 360 (2005) Specification for Structural Steel Buildings, with Commentary

AISC 810 (1997) Erection Bracing of Low-Rise

Structural Steel Frames/Fisher and West AISC FCD (1995a) Quality Certification Program

Description

AMERICAN WELDING SOCIETY (AWS) AWS A2.4 (2007) Standard Symbols for Welding, Brazing

and Nondestructive Examination AWS D1.1/D1.1M (2008) Structural Welding Code - Steel

ASME INTERNATIONAL (ASME)

ASME B46.1 (2002) Surface Texture (Surface Roughness,

Waviness and Lay)

ASTM INTERNATIONAL (ASTM) ASTM A 108 (2007) Standard Specification for Steel Bar,

Carbon and Alloy, Cold-Finished ASTM A 123/A 123M (2008) Standard Specification for Zinc (Hot-

Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 143/A 143M (2007) Standard Practice for Safeguarding

Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

ASTM A 153/A 153M (2005) Standard Specification for Zinc

Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 242/A 242M (2004e1) Standard Specification for High-

Strength Low-Alloy Structural Steel ASTM A 325 (2007a) Standard Specification for Structural

Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 36/A 36M (2008) Standard Specification for Carbon

Structural Steel ASTM A 490 (2008a) Standard Specification for Structural

Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A 500/A 500M (2007) Standard Specification for Cold-Formed

Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes


ASTM A 502 (2003) Standard Specification for Rivits, Steel, Structural

ASTM A 501 (2007) Standard Specification for Hot-Formed

Welded and Seamless Carbon Steel Structural Tubing

ASTM A 514/A 514M (2005) Standard Specification for High-Yield-

Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding

ASTM A 529/A 529M (2005) Standard Specification for High-

Strength Carbon-Manganese Steel of Structural Quality

ASTM A 53/A 53M (2007) Standard Specification for Pipe,

Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A 563 (2007a) Standard Specification for Carbon and

Alloy Steel Nuts ASTM A 572/A 572M (2007) Standard Specification for High-

Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 588/A 588M (2005) Standard Specification for High-

Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point, with Atmospheric Corrosion Resistance

ASTM A 6/A 6M (2007) Standard Specification for General

Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A 618/A 618M (2004) Standard Specification for Hot-Formed

Welded and Seamless High-Strength Low-Alloy Structural Tubing

ASTM A 668/A 668M (2004) Standard Specification for Steel

Forgings, Carbon and Alloy, for General Industrial Use

ASTM A 709/A 709M (2007) Standard Specification for Structural

Steel for Bridges ASTM A 780 (2001; R 2006) Standard Practice for Repair

of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A 852/A 852M (2003; R 2007) Standard Specification for

Quenched and Tempered Low-Alloy Structural Steel Plate with 70 ksi (485 MPa) Minimum Yield Strength to 4 in. (100 mm) Thick

ASTM A 992/A 992M (2006a) Standard Specification for Structural

Steel Shapes


ASTM B 695 (2004) Standard Specification for Coatings of

Zinc Mechanically Deposited on Iron and Steel ASTM C 1107/C 1107M (2007a) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink) ASTM C 827 (2001a; R 2005) Change in Height at Early

Ages of Cylindrical Specimens from Cementitious Mixtures

ASTM F 436 (2007a) Hardened Steel Washers

ASTM F 844 (2007a) Washers, Steel, Plain (Flat),

Unhardened for General Use ASTM F 959 (2007a) Compressible-Washer-Type Direct

Tension Indicators for Use with Structural Fasteners

ASTM F 1554 (2007a)Standard Specification for Anchor

Bolts, Steel, 36, 55, and 105-ksi Yield Strength

CRANE MANUFACTURERS ASSOCIATION OF AMERICA (CMAA)

CMAA 70 (2004) EnviroTop Running and Bridge and

Gantry Type Multiple Girder Electric Overhead Traveling Cranes, No. 70

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC PA 1 (2000; E 2004) Shop, Field, and Maintenance

Painting SSPC PS 13.01 (1982; E 2004) Epoxy-Polyamide Painting

System SSPC Paint 25 (1997; E 2004) Paint Specification No. 25Zinc

Oxide, Alkyd, Linseed Oil Primer for Use Over Hand Cleaned Steel Type I and Type II

SSPC SP 3 (2004; E 2004) Power Tool Cleaning

SSPC SP 6 (2000; E 2004) Commercial Blast Cleaning

1.3 SYSTEM DESCRIPTION Provide the structural steel system, including shop primer, galvanizing, complete and ready for use. Structural steel systems including design, materials, installation, workmanship, fabrication, assembly, erection, inspection, quality control, and testing shall be provided in accordance with AISC 325 and AISC 317 except as modified in this contract.

1.4 MODIFICATIONS TO REFERENCES


Conform to AISC 325, AISC 317, AISC 360, AISC 303, AISC 348, and AISC 350, except as modified in this section.


SD-02 Shop Drawings

Erection Plan, including description of temporary supports; G

Prior to erection, erection plan of the structural steel framing describing all necessary temporary supports, including the sequence of installation and removal.

Fabrication drawings including description of connections; G

Shop and erection details including members (with their connections) not shown on the contract drawings. Welds shall be indicated by standard welding symbols in accordance with AWS A2.4.

SD-03 Product Data

Shop primer Welding electrodes and rods Load indicator washers Non-Shrink Grout Load indicator bolts

Include test report for Class B primer.

SD-06 Test Reports

Class B coating Bolts, nuts, and washers

Supply the certified manufacturer's mill reports which clearly show the applicable ASTM mechanical and chemical requirements together with the actual test results for the supplied fasteners. Random samples of bolts, nuts, and washers as delivered to the job site if requested, taken in the presence of the Contracting Officer and provided to the Contracting Officer for testing to establish compliance with specified requirements.

SD-07 Certificates

Steel

Certified copies of mill test reports for structural steel, structural bolts, nuts, washers and other related structural steel items, including attesting that the structural steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified, prior to the installation.


Bolts, nuts, and washers Galvanizing Pins and rollers AISC Quality Certification

A copy of the AISC certificate indicating that the fabrication plant meets the specified structural steelwork category.

Overhead, top running crane rail beam Welding procedures and qualifications

Certified copies of welder and welding inspector qualifications test records showing qualification in accordance with AWS D1.1/D1.1M.

1.6 AISC QUALITY CERTIFICATION Fabrication plant shall be AISC certified, meeting the Standard for Steel Building Structures.

1.7 SEISMIC PROVISIONS The structural steel system shall be provided in accordance with AISC 341.

1.8 QUALITY ASSURANCE 1.8.1 Drawing Requirements Submit fabrication drawings for approval prior to fabrication. Prepare in accordance with AISC 326, AISC 325 and AISC 317. Fabrication drawings shall not be reproductions of contract drawings. Sign and seal fabrication drawings by a professional engineer registered in the State where the project is located. Include complete information for the fabrication and erection of the structure's components, including the location, type, and size of bolts, welds, member sizes and lengths, connection details, blocks, copes, and cuts. Use AWS A2.4 standard welding symbols. Shoring and temporary bracing shall be designed and sealed by a registered professional engineer and submitted for record purposes, with calculations, as part of the drawings. Member substitutions of details shown on the contract drawings shall be clearly highlighted on the fabrication drawings. Explain the reasons for any deviations from the contract drawings.

1.8.2 Certifications 1.8.2.1 Overhead, Top Running Crane Rail Beam Submit written field survey results for overhead, top running crane rail beam verifying tolerance requirements, area out of tolerance and proposed corrective measures.

1.8.2.2 Erection Plan Submit for record purposes. Indicate the sequence of erection, temporary shoring and bracing, and a detailed sequence of welding, including each welding procedure required.


1.8.2.3 Welding Procedures and Qualifications Prior to welding, submit certification for each welder stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests. If the qualification date of the welding operator is more than one-year old, the welding operator's qualification certificate shall be accompanied by a current certificate by the welder attesting to the fact that he has been engaged in welding since the date of certification, with no break in welding service greater than 6 months.

Conform to all requirements specified in AWS D1.1/D1.1M.

1.9 STORAGE Material shall be stored out of contact with the ground in such manner and location as will minimize deterioration.

PART 2 PRODUCTS 2.1 STEEL 2.1.1 Structural Steel ASTM A 36/A 36M.

2.1.2 High-Strength Structural Steel 2.1.2.1 Low-Alloy Steel ASTM A 572/A 572M, ASTM A 992/A 992M, or ASTM A 709/A 709M, Grade as indicated on the Delivery Order.

2.1.2.2 Quenched and Tempered Alloy Steel ASTM A 514/A 514M, Grade as indicated on the Delivery Order.

2.1.2.3 Quenched and Tempered Low-Alloy Steel ASTM A 852/A 852M, 70 ksi.

2.1.3 Weathering Structural Steel ASTM A 242/A 242M, Type 1; ASTM A 588/A 588M.

2.1.4 Structural Grade Carbon-Manganese Steel ASTM A 529/A 529M, high strength carbon-manganese steel of structural quality.

2.1.5 Structural Shapes for Use in Building Framing Wide flange shapes, ASTM A 992/A 992M.

2.1.6 Structural Steel Tubing


ASTM A 500/A 500M, ASTM A 501; ASTM A 618/A 618M, Grade as indicated on the Delivery Order.

2.1.7 Steel Pipe ASTM A 53/A 53M, Type E or S, Grade B, weight class as indicated on the Delivery Order.

2.2 BOLTS, NUTS, AND WASHERS Provide the following unless indicated otherwise.

2.2.1 Structural Steel, Steel Pipe 2.2.1.1 Bolts ASTM A 325, Type 1, or ASTM A 490, Type 1, as indicated on the Delivery Order. The bolt heads and the nuts of the supplied fasteners must be marked with the manufacturer's identification mark, the strength grade and type specified by ASTM specifications.

2.2.1.2 Nuts ASTM A 563, Grade and Style for applicable ASTM bolt standard recommended.

2.2.1.3 Washers ASTM F 436 washers for ASTM A 325 and ASTM A 490 bolts.

2.2.2 High-Strength Structural Steel and Structural Steel Tubing 2.2.2.1 Bolts ASTM A 325, Type 1 ASTM A 490, Type 1 or 2.

2.2.2.2 Nuts ASTM A 563, Grade and Style as specified in the applicable ASTM bolt standard.

2.2.2.3 Washers ASTM F 436, plain carbon steel.

2.2.3 Weathering Structural Steel 2.2.3.1 Bolts ASTM A 325, Type 3; ASTM A 490, Type 3.

2.2.3.2 Nuts ASTM A 563, heavy hex style, Grade DH3, except Grade C3 may be furnished forASTM A 325 bolts.

2.2.3.3 Washers


ASTM F 436, weathering steel. 2.2.4 Foundation Anchorage 2.2.4.1 Anchor Bolts ASTM F 1554, as indicated on the Delivery Order.

2.2.4.2 Anchor Nuts ASTM A 563, Grade A, hex style.

2.2.4.3 Anchor Washers ASTM F 844.

2.2.5 Load Indicator Washers ASTM F 959. Provide ASTM B 695, Class 50, Type 1 galvanizing where indicated.

2.2.6 Load Indicator Bolts ASTM A 325, Type 1; ASTM A 490, Type 1, with a manufactured notch between the bolt tip and threads. The bolt shall be designed to react to the opposing rotational torques applied by the installation wrench, with the bolt tip automatically shearing off when the proper tension is obtained.

2.2.7 Self-Locking Nuts Provide nuts with a locking pin set in the nut. The locking pin shall slide along the bolt threads, and by reversing the direction of the locking pin, the nut shall be removed without damaging the nut or bolt. Provide stainless steel locking pins.

2.2.8 RIVETS Rivets shall conform to ASTM A 502.

2.3 STRUCTURAL STEEL ACCESSORIES 2.3.1 Welding Electrodes and Rods AWS D1.1/D1.1M.

2.3.2 Non-Shrink Grout ASTM C 1107/C 1107M, with no ASTM C 827 shrinkage. Grout shall be nonmetallic.

2.3.3 Welded Shear Stud Connectors AWS D1.1/D1.1M.

2.3.4 Pins and Rollers


ASTM A 668/A 668M, Class C, D, F, or G; ASTM A 108, Grades 1016 to 1030. Provide as specified in AASHTO HB-17, Division II, Sections 10.26 and 10.27, except provide pins in lengths to extend a minimum of 0.25 inch beyond the outside faces of the connected parts.

2.4 SHOP PRIMER SSPC Paint 25, (alkyd primer) or SSPC PS 13.01 epoxy-polyamide, green primer (Form 150) type 1, except provide a Class B coating in accordance with AISC 325 and AISC 317 for slip critical joints. Primer shall conform to Federal, State, and local VOC regulations. If flash rusting occurs, re-clean the surface prior to application of primer.

2.5 GALVANIZING ASTM A 123/A 123M or ASTM A 153/A 153M, as applicable, unless specified otherwise galvanize after fabrication where practicable.

2.6 OVERHEAD, TOP RUNNING CRANE RAIL AISC 325 and AISC 317, AREMA Eng Man, with crane rail section as indicated on the Delivery Order. Joints shall be bolted or welded. Provide rail fasteners and a minimum rail length of 10 feet.

2.7 FABRICATION 2.7.1 Markings Prior to erection, members shall be identified by a painted erection mark. Connecting parts assembled in the shop for reaming holes in field connections shall be match marked with scratch and notch marks. Do not locate erection markings on areas to be welded or on surfaces of weathering steels that will be exposed in the completed structure. Do not locate match markings in areas that will decrease member strength or cause stress concentrations. Affix embossed tags to hot-dipped galvanized members.

2.7.2 Shop Primer Shop prime structural steel, except as modified herein, in accordance with SSPC PA 1. Do not prime steel surfaces embedded in concrete, galvanized surfaces, surfaces to receive sprayed-on fireproofing, surfaces to receive epoxy coatings, surfaces designed as part of a composite steel concrete section, or surfaces within 0.5 inch of the toe of the welds prior to welding (except surfaces on which metal decking is to be welded). Slip critical surfaces shall be primed with a Class B coating. Prior to assembly, prime surfaces which will be concealed or inaccessible after assembly. Do not apply primer in foggy or rainy weather; when the ambient temperature is below 45 degrees F or over 95 degrees F; or when the primer may be exposed to temperatures below 40 degrees F within 48 hours after application, unless approved otherwise by the Contracting Officer.

2.7.2.1 Cleaning SSPC SP 6, except steel exposed in spaces above ceilings, attic spaces, furred spaces, and chases that will be hidden to view in finished construction may be cleaned to SSPC SP 3 when recommended by the shop primer


manufacturer. Maintain steel surfaces free from rust, dirt, oil, grease, and other contaminants through final assembly.

2.7.2.2 Primer Apply primer to a minimum dry film thickness of 2.0 mil except provide the Class B coating for slip critical joints in accordance with the coating manufacturer's recommendations. Repair damaged primed surfaces with an additional coat of primer.

2.7.3 Fireproofing and Epoxy Coated Surfaces Surfaces to receive sprayed-on fireproofing or epoxy coatings shall be cleaned and prepared in accordance with the manufacturer's recommendations, and as specified in Section 07 81 00 SPRAY-APPLIED FIREPROOFING.

2.7.4 Surface Finishes ASME B46.1 maximum surface roughness of 125 for pin, pinholes, and sliding bearings, unless indicated otherwise.

2.8 DRAINAGE HOLES Adequate drainage holes shall be drilled to eliminate water traps. Hole diameter shall be 1/2 inch and location shall be indicated on the detail drawings. Hole size and location shall not affect the structural integrity.

PART 3 EXECUTION 3.1 FABRICATION Fabrication shall be in accordance with the applicable provisions of AISC 325. Fabrication and assembly shall be done in the shop to the greatest extent possible. The fabricating plant shall be certified under the AISC FCD Category Standard for Steel Building Structures for structural steelwork. Compression joints depending on contact bearing shall have a surface roughness not in excess of 500 micro inch as determined by ASME B46.1, and ends shall be square within the tolerances for milled ends specified in ASTM A 6/A 6M. Structural steelwork, except surfaces of steel to be encased in concrete, surfaces to be field welded, surfaces to be fireproofed, and contact surfaces of friction-type high-strength bolted connections shall be prepared for painting in accordance with endorsement "P" of AISC FCD and primed with the specified paint.

Shop splices of members between field splices will be permitted only where indicated on the Contract Drawings. Splices not indicated require the approval of the Contracting Officer.

3.2 INSTALLATION 3.2.1 Overhead, Top Running Cranes


Do not splice truss top and bottom chords except as approved by the Contracting Officer. Chord splices shall occur at panel joints at approximately the third point of the span. The center of gravity lines of truss members shall intersect at panel points unless otherwise approved by the Contracting Officer. When the center of gravity lines do not intersect at a panel point, provisions shall be made for the stresses due to eccentricity. Cumber of trusses shall be 1/8 inch in 10 feet unless otherwise indicated.

Runway rails and beams shall be provided in accordance with AISC 325 and AISC 317 and CMAA 70, except that in case of conflict, the requirements of CMAA 70 shall govern. In addition, provide a maximum vertical difference of0.03 inch in the elevation between adjacent runway rail tops and adjacent runway beam tops at joints. Provide adjustable runway support connections to allow placement of the crane rails and beams to the tolerances specified. Stagger runway rail joints a minimum of one foot, except that the stagger shall not be the same as the crane wheel spacing.

3.3 ERECTION

a. Erection of structural steel, except as indicated in item b. below, shall be in accordance with the applicable provisions of AISC 325 or endorsement F of AISC FCD. Erection plan shall be reviewed, stamped and sealed by a licensed structural engineer.

b. For low-rise structural steel buildings (60 feet tall or less and a

maximum of 2 stories), the erection plan shall conform to AISC 303 and the structure shall be erected in accordance withAISC 810.

Provide for drainage in structural steel. After final positioning of steel members, provide full bearing under base plates and bearing plates using nonshrink grout. Place nonshrink grout in accordance with the manufacturer's instructions.

3.3.1 Structural Connections Anchor bolts and other connections between the structural steel and foundations shall be provided and shall be properly located and built into connecting work. Field welded structural connections shall be completed before load is applied.

3.3.2 Base Plates and Bearing Plates Column base plates for columns and bearing plates for beams, girders, and similar members shall be provided. Base plates and bearing plates shall be provided with full bearing after the supported members have been plumbed and properly positioned, but prior to placing superimposed loads. Separate setting plates under column base plates will not be permitted. The area under the plate shall be damp-packed solidly with bedding mortar, except where nonshrink grout is indicated on the drawings.

3.3.3 STORAGE Material shall be stored out of contact with the ground in such manner and location as will minimize deterioration.


3.4 CONNECTIONS Except as modified in this section, connections not detailed shall be designed in accordance with AISC 360 or AISC 350. Build connections into existing work. Do not tighten anchor bolts set in concrete with impact torque wrenches. Punch, subpunch and ream, or drill bolt and pin holes perpendicular to the surface of the member. Holes shall not be cut or enlarged by burning. Bolts, nuts, and washers shall be clean of dirt and rust, and lubricated immediately prior to installation.

3.4.1 High-Strength Bolts ASTM A 325 and ASTM A 490 bolts shall be fully tensioned to 70 percent of their minimum tensile strength. Load indicator bolts or washers may be used in ASTM A 325 or ASTM A 490 bolted connections, except provide only load indicator washers for slip critical connections. Direct tension indicator tightening shall be the only acceptable tightening methods. Use only direct tension indicator tightening for slip critical connections. Bolts shall be installed in connection holes and initially brought to a snug tight fit. After the initial tightening procedure, bolts shall then be fully tensioned, progressing from the most rigid part of a connection to the free edges.

3.4.1.1 Installation of Load Indicator Washers (LIW) ASTM F 959. Where possible, the LIW shall be installed under the bolt head and the nut shall be tightened. If the LIW is installed adjacent to the turned element, provide a flat ASTM F 436 washer between the LIW and nut when the nut is turned for tightening, and between the LIW and bolt head when the bolt head is turned for tightening. In addition to the LIW, provide flat ASTM F 436 washers under both the bolt head and nut when ASTM A 490 bolts are used.

3.5 GAS CUTTING Use of gas-cutting torch in the field for correcting fabrication errors will not be permitted on any major member in the structural framing. Use of a gas cutting torch will be permitted on minor members not under stress only after approval has been obtained from the Contracting Officers.

3.6 WELDING AWS D1.1/D1.1M, except use only shielded metal arc welding and low hydrogen electrodes for ASTM A 514/A 514M steel. Do not stress relieve ASTM A 514/A 514M steel by heat treatment. Grind exposed welds smooth as indicated. Provide AWS D1.1/D1.1M qualified welders, welding operators, and tackers.

The Contractor shall develop and submit the Welding Procedure Specifications (WPS) for all welding, including welding done using prequalified procedures. Prequalified procedures may be submitted for information only; however, procedures that are not prequalified shall be submitted for approval.

3.6.1 Removal of Temporary Welds, Run-Off Plates, and Backing Strips Remove only from finished areas or as indicated.

3.7 SHOP PRIMER REPAIR


Repair shop primer in accordance with the paint manufacturer's recommendation for surfaces damaged by handling, transporting, cutting, welding, or bolting.

3.7.1 Field Priming Field priming of steel exposed to the weather, or located in building areas without HVAC for control of relative humidity. After erection, the field bolt heads and nuts, field welds, and any abrasions in the shop coat shall be cleaned and primed with paint of the same quality as that used for the shop coat.

3.8 GALVANIZING REPAIR Provide as indicated or specified. Galvanize after fabrication where practicable. Repair damage to galvanized coatings using ASTM A 780 zinc rich paint for galvanizing damaged by handling, transporting, cutting, welding, or bolting. Do not heat surfaces to which repair paint has been applied.

3.9 FIELD QUALITY CONTROL Perform field tests, and provide labor, equipment, and incidentals required for testing, except that electric power for field tests will be furnished as set forth in Division 1. The Contracting Officer shall be notified in writing of defective welds, bolts, nuts, and washers within 7 working days of the date of weld inspection.

3.9.1 Welds 3.9.1.1 Visual Inspection AWS D1.1/D1.1M. Furnish the services of AWS-certified welding inspectors for fabrication and erection inspection and testing and verification inspections. Welding inspectors shall visually inspect and mark welds, including fillet weld end returns.

3.9.1.2 Nondestructive Testing AWS D1.1/D1.1M. Test locations shall be as indicated or selected by the Contracting Officer. If more than 10 percent of welds made by a welder contain defects identified by testing, then all welds made by that welder shall be tested by radiographic or ultrasonic testing, as approved by the Contracting Officer. When all welds made by an individual welder are required to be tested, magnetic particle testing shall be used only in areas inaccessible to either radiographic or ultrasonic testing. Retest defective areas after repair. Testing frequency shall be as described on the Delivery Order.

3.9.2 Load Indicator Washers 3.9.2.1 Load Indicator Washer Compression Load indicator washers shall be tested in place to verify that they have been compressed sufficiently to provide the 0.015 inch gap when the load indicator washer is placed under the bolt head and the nut is tightened, and


to provide the 0.005 inch gap when the load indicator washer is placed under the turned element, as required by ASTM F 959.

3.9.2.2 Load Indicator Gaps In addition to the above testing, an independent testing agency as approved by the Contracting Officer, shall test in place the load indicator gaps on 20 percent of the installed load indicator washers to verify that the ASTM F 959 load indicator gaps have been achieved. If more than 10 percent of the load indicators tested have not been compressed sufficiently to provide the average gaps required by ASTM F 959, then all in place load indicator washers shall be tested to verify that the ASTM F 959 load indicator gaps have been achieved. Test locations shall be selected by the Contracting Officer.

3.9.3 Overhead, Top Running Crane Rails and Beams Runway rails and beams shall be surveyed (horizontally and vertically) after installation to verify compliance with the tolerance requirements of CMAA 70 and the additional tolerance requirements specified in this section. After each survey, submit a written report to the Contracting Officer with the following information: field survey results, tolerance requirements, areas out of tolerance, and proposed corrective measures. Proposed corrective measures shall be approved by the Contracting Officer. Following completion of corrective measures, areas that were previously out of tolerance shall be re-surveyed and another written report shall be furnished to the Contracting Officer. Field surveys shall be performed and sealed by a registered land surveyor.

3.9.4 High-Strength Bolts 3.9.4.1 Testing Bolt, Nut, and Washer Assemblies Test a minimum of 3 bolt, nut, and washer assemblies from each mill certificate batch in a tension measuring device at the job site prior to the beginning of bolting start-up. Demonstrate that the bolts and nuts, when used together, can develop tension not less than the provisions specified in AISC 348, Table 4, depending on bolt size and grade. The bolt tension shall be developed by tightening the nut. A representative of the manufacturer or supplier shall be present to ensure that the fasteners are properly used, and to demonstrate that the fastener assemblies supplied satisfy the specified requirements.

3.9.4.2 Inspection Inspection procedures shall be in accordance with AISC 348, Section 9. Confirm and report to the Contracting Officer that the materials meet the project specification and that they are properly stored. Confirm that the faying surfaces have been properly prepared before the connections are assembled. Observe the specified job site testing and calibration, and confirm that the procedure to be used provides the required tension. Monitor the work to ensure the testing procedures are routinely followed on joints that are specified to be fully tensioned.

The Contractor shall inspect proper preparation, size, gaging location, and acceptability of welds; identification marking; operation and current


characteristics of welding sets in use; and calibration of torque wrenches for high-strength bolts.

The Contractor shall inspect high-strength bolted connections in accordance with AISC 317.

3.9.4.3 Testing The Government has the option to perform nondestructive tests on a select percentage of the installed bolts to verify compliance with preload bolt tension requirements. The nondestructive testing will be done in-place using an ultrasonic measuring device or any other device capable of determining in-place preload bolt tension. The test locations shall be selected by the Contracting Officer. If more than 10 percent of the bolts tested contain defects identified by testing, then all bolts used from the batch from which the tested bolts were taken, shall be tested. Retest new bolts after installation.

3.9.5 Testing for Embrittlement ASTM A 143/A 143M for steel products hot-dip galvanized after fabrication.

3.10 SPECIAL INSPECTION AND TESTING FOR SEISMIC-RESISTING SYSTEMS Special inspections and testing for seismic-resisting systems and components shall be done in accordance with Section 01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS.



SECTION 05 21 13

DEEP LONGSPAN STEEL JOIST FRAMING

PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.


AWS B2.1 (2005; Errata 2006; Errata 2006) Welding

Procedure and Performance Qualification AWS D1.1/D1.1M (2008) Structural Welding Code - Steel

STEEL JOIST INSTITUTE (SJI)

SJI 279167 SPECS/LOADS (2006) 42nd Edition Standard Specifications

and Load Tables for Steel Joists and Joist Girders

SJI MANUAL (2003) 75 Year Manual, 1928-2003

SJI TD 10 (2003) Technical Digest for the Design of

Fire Resistive Assemblies with Steel Joists SJI TD 8 (1983) Technical Digest for the Welding of

Open Web Steel Joists SJI TD 9 (2006) Technical Digest for the Handling and

Erection of Steel Joists and Joist Girders

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC) SSPC PS 14.01 (1982; E 2004) Steel Joist Shop Painting

System SSPC Paint 15 (1999; E 2004) Steel Joist Shop Primer/Metal

Building Primer

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA) 29 CFR 1910.1200 Hazard Communication

29 CFR 1926 Safety and Health Regulations for

Construction 29 CFR 1926.757 Steel Erection; Open Web Steel Joists

1.2 SUBMITTALS


Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Welder qualification Material Safety Data Sheet (MSDS) per OSHA 1910.1200;

SD-02 Shop Drawings

Deep Longspan Steel Joist Framing; G

Detailed drawings including fabrication and erection details, specifications for shop painting, and identification markings of joists and joist girders.

SD-06 Test Reports

Erection inspection Welding inspections

SD-07 Certificates

Accessories Certification of Compliance

Certificates stating that the steel joists and joist girders have been designed and manufactured in accordance with SJI 279167 SPECS/LOADS. Complete engineering design computations may be submitted in lieu of the certification.

1.3 GENERAL REQUIREMENTS Designate Deep Longspan Steel Joists on the drawings in accordance with the standard designations of the Steel Joist Institute. Joists of other standard designations or joists with properties other than those shown may be substituted for the joists designated provided the structural properties are equal to or greater than those of the joists shown and provided all other specified requirements are met.

1.4 REGULATORY REQUIREMENT All deep longspan joist framing must conform to 29 CFR 1926.757. Secure all joist bridging and anchoring in place prior to the application of any construction loads. Distribute temporary loads so that joist capacity is not exceeded. Do not apply loads to bridging.

1.5 DELIVERY AND STORAGE Handle, transport, and store joists and joist girders in a manner to prevent damage affecting their structural integrity. Store all items off the ground in a well drained location protected from the weather and easily accessible for inspection and handling.


1.6 QUALITY ASSURANCE All work must comply with the requirements set forth in 29 CFR 1926.

1.6.1 Drawing Requirements Submit drawings of deep longspan steel joist framing. Show joist type and size, layout in plan, and erection details including methods of anchoring, framing at openings, type and spacing of bridging, requirements for field welding, and details of accessories as applicable.

1.6.2 Certification of Compliance Prior to construction commencement, submit Material Safety Data Sheet per 29 CFR 1910.1200 for deep longspan steel joists, and certification for welder qualification, compliance with AWS B2.1, welding operation, and tacker, stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests. Submit certification of compliance for the following:

SJI MANUAL SJI TD 8 SJI TD 9 SJI TD 10 29 CFR 1926 29 CFR 1926.757

PART 2 PRODUCTS 2.1 DEEP LONGSPAN STEEL JOISTS Deep longspan steel joists must conform to SJI 279167 SPECS/LOADS, DLH-Series. Joists designated DLH must be designed to support the loads given in the applicable standard load tables of SJI 279167 SPECS/LOADS.

2.2 ACCESSORIES AND FITTINGS Accessories and fittings, including end supports and bridging, must be in accordance with the standard specifications under which the members were designed.

2.3 SHOP PAINTING Deep longspan joists, joist girders and accessories must be shop painted with a rust-inhibiting primer paint. For joists and joist girders which require finish painting under Section 09 90 00 PAINTS AND COATINGS, the primer paint must conform to SSPC Paint 15 and SSPC PS 14.01.

PART 3 EXECUTION 3.1 ERECTION Installation of deep longspan joists and joist girders must conform to SJI 279167 SPECS/LOADS for the joist series indicated, and the requirements of 29 CFR 1926 and 29 CFR 1926.757. Handling and setting of joists and joist girders must avoid damage to the members. Damaged joists and joist girders


must be removed from the site, except when field repair is approved and such repairs are satisfactorily made in accordance with the manufacturer's recommendations. All welding must conform to AWS B2.1 and AWS D1.1/D1.1M.

Joists and joist girders shall be accurately set, and end anchorage shall be in accordance with the standard specification under which the joists and joist girders were produced. For spans over 40 feet through 60 feet, provide one row of bolted diagonal bridging nearest midspan; for spans over 60 feet bolted diagonal bridging shall be used instead of welded horizontal bridging. Joist bridging and anchoring shall be secured in place prior to the application of any construction loads. Any temporary loads shall be distributed so that the carrying capacity of any joist is not exceeded. Loads shall not be applied to bridging during construction or in the completed work. Abraded, corroded, and field welded areas shall be cleaned and touched up with the same type of paint used in the shop painting.

3.2 BEARING PLATES Provide bearing plates to accept full bearing after the supporting members have been plumbed and properly positioned, but prior to placing superimposed loads. The area under the plate must be damp-packed solidly with bedding mortar, except where nonshrink grout is indicated on the drawings. Bedding mortar and grout must be as specified in Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE.

3.3 PAINTING 3.3.1 Touch-Up Painting After erection of joists and joist girders, touch-up connections and areas of abraded shop coat with paint of the same type used for the shop coat.

3.3.2 Field Painting Paint joists and joist girders requiring a finish coat in conformance with the requirements of Section 09 90 00 PAINTS AND COATINGS.

3.4 VISUAL INSPECTIONS AWS D1.1/D1.1M, Section 6. Perform erection inspection and field welding inspections with AWS certified welding inspectors. Welding inspectors must visually inspect and mark welds.



SECTION 05 21 16

LONGSPAN STEEL JOIST FRAMING















Building Primer




1.2 SUBMITTALS





SD-02 Shop Drawings

Longspan Steel Joist Framing; G

Detailed drawings including fabrication and erection details, specifications for shop painting, and identification markings of joists and joist girders.

SD-06 Test Reports


SD-07 Certificates



1.3 GENERAL REQUIREMENTS Designate Longspan Steel Joists on the drawings in accordance with the standard designations of the Steel Joist Institute. Joists of other standard designations or joists with properties other than those shown may be substituted for the joists designated provided the structural properties are equal to or greater than those of the joists shown and provided all other specified requirements are met.

1.4 REGULATORY REQUIREMENT All longspan joist framing must conform to 29 CFR 1926.757. Secure all joist bridging and anchoring in place prior to the application of any construction loads. Distribute temporary loads so that joist capacity is not exceeded. Do not apply loads to bridging.

1.5 DELIVERY AND STORAGE Handle, transport, and store joists, and joist girders in a manner to prevent damage affecting their structural integrity. Store all items off the ground in a well drained location protected from the weather and easily accessible for inspection and handling.



1.6.1 Drawing Requirements Submit drawings for longspan steel joist framing. Show joist type and size, layout in plan, and erection details including methods of anchoring, framing at openings, type and spacing of bridging, requirements for field welding, and details of accessories as applicable.

1.6.2 Certification of Compliance Prior to construction commencement, submit Material Safety Data Sheet per 29 CFR 1910.1200 for longspan steel joists , and certification for welder qualification, compliance with AWS B2.1, welding operation, and tacker, stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests. Submit certification of compliance for the following:


PART 2 PRODUCTS 2.1 LONGSPAN STEEL JOISTS Longspan steel joists must conform to SJI 279167 SPECS/LOADS, LH-Series. Joists designated LH must be designed to support the loads given in the applicable standard load tables of SJI 279167 SPECS/LOADS.

2.2 ACCESSORIES AND FITTINGS Accessories and fittings, including end supports and bridging, must be in accordance with the standard specifications under which the members were designed.

2.3 SHOP PAINTING Longspan Joists, joist girders and accessories must be shop painted with a rust-inhibiting primer paint. For joists and joist girders which require finish painting under Section 09 90 00 PAINTS AND COATINGS, the primer paint must conform to SSPC Paint 15 and SSPC PS 14.01.

PART 3 EXECUTION 3.1 ERECTION Installation of longspan joists and joist girders must conform to SJI 279167 SPECS/LOADS for the joist series indicated, and the requirements of 29 CFR 1926 and 29 CFR 1926.757. Handling and setting of joists and joist girders must avoid damage to the members. Damaged joists and joist girders must be


removed from the site, except when field repair is approved and such repairs are satisfactorily made in accordance with the manufacturer's recommendations. All welding must conform to AWS B2.1 and AWS D1.1/D1.1M.

Joists and joist girders shall be accurately set, and end anchorage shall be in accordance with the standard specification under which the joists and joist girders were produced. For spans over 40 feet through 60 feet, provide one row of bolted diagonal bridging nearest midspan; for spans over 60 feet bolted diagonal bridging shall be used instead of welded horizontal bridging. Joist bridging and anchoring shall be secured in place prior to the application of any construction loads. Any temporary loads shall be distributed so that the carrying capacity of any joist is not exceeded. Loads shall not be applied to bridging during construction or in the completed work. Abraded, corroded, and field welded areas shall be cleaned and touched up with the same type of paint used in the shop painting.



3.3.2 Field Painting Paint joists and joist girders requiring a finish coat in conformance with the requirements of Section 09 90 00 PAINTS AND COATINGS.

3.4 VISUAL INSPECTIONS AWS D1.1/D1.1M, Section 6. Perform erection inspection and field welding inspections with AWS certified welding inspectors. Welding inspectors must visually inspect and mark welds.



SECTION 05 21 19

OPEN WEB STEEL JOIST FRAMING















Building Primer




1.2 SUBMITTALS




Welder qualification Material Safety Data Sheet (MSDS) per OSHA 1910.1200

SD-02 Shop Drawings

Steel joist framing; G

Detail drawings shall include fabrication and erection details, specifications for shop painting, and identification markings of joists and joist girders.

SD-06 Test Reports


SD-07 Certificates



1.3 DESCRIPTION Steel joists and joist girders are designated on the drawings in accordance with the standard designations of the Steel Joist Institute. Joists of other standard designations or joists with properties other than those shown may be substituted for the joists designated provided the structural properties are equal to or greater than those of the joists shown and provided all other specified requirements are met.

1.4 REGULATORY REQUIREMENT All joist girder framing must conform to 29 CFR 1926.757. Secure all joist bridging and anchoring in place prior to the application of any construction loads. Distribute temporary loads so that joist capacity is not exceeded. Do not apply loads to bridging.

1.5 DELIVERY AND STORAGE Handle, transport, and store joists and joist girders in a manner to prevent damage affecting their structural integrity. Store all items off the ground in a well drained location protected from the weather and easily accessible for inspection and handling.



1.6.1 Drawing Requirements Submit steel joist framing drawings. Show joist type and size, layout in plan, and erection details including methods of anchoring, framing at openings, type and spacing of bridging, requirements for field welding, and details of accessories as applicable.

1.6.2 Certification of Compliance Prior to construction commencement, submit Material Safety Data Sheet per 29 CFR 1910.1200 for steel joists , and certification for welder qualification, compliance with AWS B2.1, welding operation, and tacker, stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests.

Submit certification of compliance for the following:


PART 2 PRODUCTS 2.1 JOISTS AND ACCESSORIES Provide design data from SJI 279167 SPECS/LOADS, K-series.

2.2 PAINTING 2.2.1 Shop Painting Clean and prime joists in accordance with SSPC Paint 15 and SSPC PS 14.01, Steel Joist Shop Painting System, using only Type I, "Red Oxide Paint." Finish coat of paint is specified in Section 09 90 00 PAINTING AND COATING.

PART 3 EXECUTION 3.1 INSTALLATION 3.1.1 Handling and Erection Installation of joists must conform to SJI 279167 SPECS/LOADS for the joist series indicated. Installation of joists and joist girders shall be in accordance with the standard specification under which the member was produced. Joists and joist girders shall be handled in a manner to avoid damage. Damaged joists and joist girders shall be removed from the site, except when field repair is approved and such repairs are satisfactorily made in accordance with the manufacturer's recommendations. Joists and joist girders shall be


accurately set, and end anchorage shall be in accordance with the standard specification under which the joists and joist girders were produced. For spans over 40 feet through 60 feet, provide one row of bolted diagonal bridging nearest midspan; for spans over 60 feet bolted diagonal bridging shall be used instead of welded horizontal bridging. Joist bridging and anchoring shall be secured in place prior to the application of any construction loads. Any temporary loads shall be distributed so that the carrying capacity of any joist is not exceeded. Loads shall not be applied to bridging during construction or in the completed work. Abraded, corroded, and field welded areas shall be cleaned and touched up with the same type of paint used in the shop painting.

3.1.2 Welding All welding must conform to AWS B2.1 and AWS D1.1/D1.1M.



3.3.2 Field Painting Paint joists and joist girders requiring a finish coat in conformance with the requirements of Section 09 90 00 PAINTING AND COATING.

3.4 VISUAL INSPECTIONS 3.4.1 Erection Inspection AWS D1.1/D1.1M, Section 6. Perform erection inspection and field welding inspections with AWS certified welding inspectors. Welding inspectors must visually inspect and mark welds.



SECTION 05 21 23

STEEL JOIST GIRDER FRAMING










Joist-Girder Frames SJI TD 9 (2006) Technical Digest for the Handling and




Building Primer




1.2 SUBMITTALS Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that


will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:



SD-02 Shop Drawings

Steel joist girder framing; G

Detail drawings shall include fabrication and erection details, specifications for shop painting, and identification markings of joists and joist girders.

SD-06 Test Reports


SD-07 Certificates



1.3 DESCRIPTION Steel joist girders are designated on the drawings in accordance with the standard designations of the Steel Joist Institute. Joists of other standard designations or joists with properties other than those shown may be substituted for the joists designated provided the structural properties are equal to or greater than those of the joists shown and provided all other specified requirements are met.

1.4 REGULATORY REQUIREMENT All joist girder framing must conform to 29 CFR 1926.757. Secure all joist bridging and anchoring in place prior to the application of any construction loads. Distribute temporary loads so that joist capacity is not exceeded. Do not apply loads to bridging.

1.5 DELIVERY AND STORAGE Handle, transport, and store joist girders in a manner to prevent damage affecting their structural integrity. Store all items off the ground in a well drained location protected from the weather and easily accessible for inspection and handling.



1.6.1 Drawing Requirements Submit steel joist girder framing drawings. Show joist girder type and size, layout in plan, and erection details including methods of anchoring, framing at columns and/or bearing points, type and spacing of bridging, requirements for field welding, and details of accessories as applicable.

1.6.2 Certification of Compliance Prior to construction commencement, submit Material Safety Data Sheet per 29 CFR 1910.1200 for steel joist girders, and certification for welder qualification, compliance with AWS B2.1, welding operation, and tacker, stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests.

Submit certification of compliance for the following:

SJI MANUAL SJI TD 9 SJI TD 11 29 CFR 1926 29 CFR 1926.757

PART 2 PRODUCTS 2.1 JOIST GIRDERS AND ACCESSORIES Provide design data from SJI 279167 SPECS/LOADS for the joist girders series indicated.

2.2 PAINTING 2.2.1 Shop Painting Clean and prime joists in accordance with SSPC Paint 15 and SSPC PS 14.01, Steel Joist Shop Painting System, using only Type I, "Red Oxide Paint." Finish coat of paint is specified in Section 09 90 00 PAINTING AND COATING.

PART 3 EXECUTION 3.1 INSTALLATION 3.1.1 Handling and Erection Installation of joist girders shall be in accordance with the standard specification under which the member was produced. Joist girders shall be handled in a manner to avoid damage. Damaged joist girders shall be removed from the site, except when field repair is approved and such repairs are satisfactorily made in accordance with the manufacturer's recommendations. Joist girders shall be accurately set, and end anchorage shall be in accordance with the standard specification under which the joist girders were produced. For spans over 40 feet through 60 feet, provide one row of bolted diagonal bridging nearest midspan; for spans over 60 feet bolted diagonal bridging shall be used instead of welded horizontal bridging. Joist bridging and anchoring shall be secured in place prior to the application of any construction loads. Any temporary loads shall be


distributed so that the carrying capacity of any joist is not exceeded. Loads shall not be applied to bridging during construction or in the completed work. Abraded, corroded, and field welded areas shall be cleaned and touched up with the same type of paint used in the shop painting.

3.1.2 Welding All welding must conform to AWS B2.1 and AWS D1.1/D1.1M.


3.3 PAINTING 3.3.1 Touch-Up Painting After erection of joist girders and joists, touch-up connections and areas of abraded shop coat with paint of the same type used for the shop coat.

3.3.2 Field Painting Paint joist girders requiring a finish coat in conformance with the requirements of Section 09 90 00 PAINTING AND COATING.

3.4 VISUAL INSPECTIONS 3.4.1 Erection Inspection AWS D1.1/D1.1M, Section 6. Perform erection inspection and field welding inspections with AWS certified welding inspectors. Welding inspectors must visually inspect and mark welds.



SECTION 05 30 00

STEEL DECKS


AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 360 (2005) Specification for Structural Steel

Buildings, with Commentary

AMERICAN IRON AND STEEL INSTITUTE (AISI) AISI SG-913 (1991) LRFD Cold-formed Steel Design Manual

AISI SG03-3 (2002) Cold-Formed Steel Design Manual Set




ASTM INTERNATIONAL (ASTM)

ASTM A 1008/A 1008M (2008a) Standard Specification for Steel,

Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardened

ASTM A 108 (2007) Standard Specification for Steel Bar,




Structural Steel ASTM A 570/A 570M (1998) Standard Specification for Steel,

Sheet and Strip, Carbon, Hot-Rolled ASTM A 653/A 653M (2008) Standard Specification for Steel

Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process


ASTM A 780 (2001; R 2006) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings


Sheet, 55% Aluminum-Zinc Alloy-Coated by the Hot-Dip Process

ASTM C 423 (2008a) Sound Absorption and Sound

Absorption Coefficients by the Reverberation Room Method

ASTM D 1056 (2007) Standard Specification for Flexible

Cellular Materials - Sponge or Expanded Rubber

ASTM D 1149 (2007) Standard Test Method for Rubber

Deterioration - Surface Ozone Cracking in a Chamber

ASTM D 746 (2007) Standard Test Method for Brittleness

Temperature of Plastics and Elastomers by Impact

ASTM E 84 (2008a) Standard Test Method for Surface

Burning Characteristics of Building Materials

FM GLOBAL (FM) FM DS 1-28 (2002) Design Wind Loads

FM P7825 (2005) Approval Guide

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 70 (2007; AMD 1 2008) National Electrical Code

- 2008 Edition

STEEL DECK INSTITUTE (SDI) SDI 30 (2001) Design Manual for Composite Decks,

Form Decks, and Roof Decks SDI DDMO3 (3rd Edition) Diaphragm Design Manual

SDI DDP (1987; R 2000) Deck Damage and Penetrations

SDI MOC2 (2006) Manual of Construction with Steel Deck


SSPC Paint 20 (2002; E 2004) Paint Specification No. 20

Zinc-Rich Coating Type I Inorganic and Type II Organic

U.S. DEPARTMENT OF DEFENSE (DOD)


UFC 3-310-01 Load Assumptions for Buildings

UNDERWRITERS LABORATORIES (UL) UL 209 (2005; Rev thru May 2007) Cellular Metal

Floor Raceways and Fittings UL 580 (2006) Tests for Uplift Resistance of Roof

Assemblies UL Bld Mat Dir (2008) Building Materials Directory


SD-02 Shop Drawings

Fabrication Drawings Deck Units Cant Strips Ridge and Valley Plates Metal Closure Strips Accessories Attachments Holes and Openings

Drawings shall include type, configuration, structural properties, location, and necessary details of deck units, accessories, and supporting members; size and location of holes to be cut and reinforcement to be provided; location and sequence of welded or fastener connections; and the manufacturer's erection instructions.

SD-03 Product Data

Accessories Deck Units

Design computations for the structural properties of the deck units or SDI certification that the units are designed in accordance with SDI specifications.

Attachments

Prior to welding operations, copies of qualified procedures and lists of names and identification symbols of qualified welders and welding operators.

Galvanizing Repair Paint Joint Sealant Material Mechanical Fasteners Metal Floor Deck Units


Piston Tool Operator Repair Paint Sound Absorbing Material Welder Qualifications Welding Equipment Welding Rods and Accessories

SD-04 Samples

Metal Roof Deck Units Flexible Closure Strips Accessories

SD-05 Design Data

Deck Units

Submit manufacturer's design calculations, or applicable published literature for the structural properties of the proposed deck units.

SD-07 Certificates

Welding Procedures Fire Safety Wind Storm Resistance Deck Units Attachments

Manufacturer's certificates attesting that the decking material meets the specified requirements. Manufacturer's certificate attesting that the operators are authorized to use the low-velocity piston tool.

1.3 QUALITY ASSURANCE 1.3.1 Deck Units Furnish deck units and accessory products from a manufacturer regularly engaged in manufacture of steel decking. Provide a 2 square foot sample of decking material and each accessory to be used. Provide a sample of acoustical material to be used. Provide manufacturer's certificates attesting that the decking material meets the specified requirements.

1.3.2 Certification of Piston Tool Operator Manufacturer's certificate attesting that the operators are authorized to use the low velocity piston tool.

1.3.3 Qualifications for Welding Work Follows Welding Procedures in accordance with AWS D1.1/D1.1M. Test specimens shall be made in the presence of Contracting Officer and shall be tested by an approved testing laboratory at the Contractor's expense.

Submit qualified Welder Qualifications in accordance with AWS D1.1/D1.1M, or under an equivalent approved qualification test. Perform tests on test


pieces in positions and with clearances equivalent to those actually encountered. If a test weld fails to meet requirements, perform an immediate retest of two test welds until each test weld passes. Failure in the immediate retest will require the welder be retested after further practice or training, performing a complete set of test welds.

Submit manufacturer's catalog data for Welding Equipment and Welding Rods and Accessories.

1.3.4 Regulatory Requirements 1.3.4.1 Fire Safety Test roof deck as a part of a roof deck construction assembly of the type used for this project, listing as fire classified in the UL Bld Mat Dir, or listing as Class I construction in the FM P7825, and so labeled.

1.3.4.2 Wind Storm Resistance Provide roof construction assembly capable of withstanding an uplift pressure of 90 pounds per square foot when tested in accordance with the uplift pressure test described in the FM DS 1-28 or as described in UL 580 and in general compliance with UFC 3-310-01.

1.3.5 Fabrication Drawings Show type and location of units, location and sequence of connections, bearing on supports, methods of anchoring, attachment of accessories, adjusting plate details, size and location of holes to be cut and reinforcement to be provided, the manufacturer's erection instructions and other pertinent details.

1.4 DELIVERY, STORAGE, AND HANDLING Deliver deck units to the site in a dry and undamaged condition. Store and handle steel deck in a manner to protect it from corrosion, deformation, and other types of damage. Do not use decking for storage or as working platform until units have been fastened into position. Exercise care not to damage material or overload decking during construction. Must not exceed the design live load. The maximum uniform distributed storage load. Stack decking on platforms or pallets and cover with weathertight ventilated covering. Elevate one end during storage to provide drainage. Maintain deck finish at all times to prevent formation of rust. Repair deck finish using touch-up paint. Replace damaged material.

1.5 DESIGN REQUIREMENTS FOR ROOF DECKS 1.5.1 Properties of Sections Properties of metal roof deck sections must comply with engineering design width as limited by the provisions of AISI SG-913.

1.5.2 Allowable Loads Indicate total uniform dead and live load for detailing purposes.


PART 2 PRODUCTS 2.1 MATERIALS 2.1.1 Steel Sheet Flat rolled carbon steel sheets of structural quality, thickness not less than indicated meeting the requirements of AISI SG03-3, except as modified herein. For acoustical steel deck units, provide perforated sheets with 5/32 inch diameter holes staggered 3/8 inch on-centers.

2.1.2 Steel Coating ASTM A 653/A 653M designation G90 galvanized, or ASTM A 792/A 792M designation AZ55, aluminum-zinc alloy. Apply coating to both sides of sheet. Conform to UL 209 for coating on decking provided as wire raceways.

2.1.3 Mixes 2.1.3.1 Galvanizing Repair Paint for Floor Decks Provide a high-zinc-dust content paint for regalvanizing welds in galvanized steel conforming to ASTM A 780.

2.1.4 Galvanized Steel Angles for Roof Decks Provide hot-rolled carbon steel angles conforming to ASTM A 36/A 36M, merchant quality, Grade Designation SAE/AISI 1023 or SAE/AISI 1025, and hot-dip galvanized in accordance with ASTM A 123/A 123M.

2.1.5 Joint Sealant Material for Roof Decks Provide a nonskinning, gun-grade, bulk compound material as recommended by the manufacturer.

2.1.6 Galvanizing Repair Paint for Roof Decks Provide a high zinc-dust content paint for regalvanizing welds in galvanized steel and shall conform to ASTM A 780.

2.1.7 Flexible Closure Strips for Roof Decks Provide strips made of elastomeric material specified and premolded to the configuration required to provide tight-fitting closures at open ends and sides of steel roof decking.

Provide a vulcanized, closed-cell, expanded chloroprene elastomer having approximately 3.5 psi compressive-deflection at 25 percent deflection (limits), conforming to ASTM D 1056, Grade No. SCE 41, with the following additional properties:

Brittleness temperature of minus 40 degrees F when tested in accordance with ASTM D 746.

Flammability resistance with a flame spread rating of less than 25 when tested in accordance with ASTM E 84.


Resistance to ozone must be "no cracks" after exposure of a sample kept under a surface tensile strain of 25 percent to an ozone concentration of 100 parts per million of air by volume in air for 100 hours at 104 degrees F and tested in accordance with ASTM D 1149.

Provide a elastomeric type adhesive with a chloroprene base as recommended by the manufacturer of the flexible closure strips.

2.1.8 Sound Absorbing Material Provide glass fiber in roll or premolded form for acoustical noncellular steel roof deck and glass fiber rigid strip for acoustical cellular steel deck in accordance with the manufacturer's standards.

2.2 ACCESSORIES Provide accessories of same material as deck, unless specified otherwise. Provide manufacturer's standard type accessories, as specified.

2.2.1 Adjusting Plates Provide adjusting plates, or segments of deck units, of same thickness and configuration as deck units in locations too narrow to accommodate full size units. Provide factory cut plates of predetermined size where possible.

2.2.2 End Closures Fabricated of sheet metal by the deck manufacturer. Provide end closures minimum 0.028 inch thick to close open ends at exposed edges of floors, parapets, end walls, eaves, and openings through deck.

2.2.3 Partition Closures Provide closures for closing voids above interior walls and partitions that are perpendicular to the direction of the configurations. Provide rubber, plastic, or sheet steel closures above typical partitions. Provide minimum one inch thick soft composition rubber closures above walls and partitions contiguous to acoustical steel deck. Provide sheet steel closures above fire-resistant interior walls and partitions located on both sides of wall or partition. Provide glass fiber blanket insulation in the space between pairs of closures at acoustical partitions.

2.2.4 Closure Plates for Composite Deck Support and retain concrete at each floor level. Provide edge closures at all edges of the slab of sufficient strength and stiffness to support the wet concrete. Provide metal closures for all openings in composite steel deck 1/4 inch and over.

2.2.5 Sheet Metal Collar Where deck is cut for passage of pipes, ducts, columns, etc., and deck is to remain exposed, provide a neatly cut sheet metal collar to cover edges of deck. Do not cut deck until after installation of supplemental supports.

2.2.6 Cover Plates


Sheet metal to close panel edge and end conditions, and where panels change direction or butt. Polyethylene-coated, self-adhesive, 2 inch wide joint tape may be provided in lieu of cover plates on flat-surfaced decking butt joints.

Fabricate cover plates for abutting floor deck units from the specified structural-quality steel sheets not less than nominal thick before galvanizing. Provide 6 inch wide cover plates and form to match the contour of the floor deck units.

2.2.7 Roof Sump Pans Sump pans must be provided for roof drains and must be minimum 0.075 inch thick steel, as required. Shape sump pans to meet roof slope by the supplier or by a sheet metal specialist. Provide bearing flanges of sump pans to overlap steel deck a minimum of 3 inch. Shape, size, and reinforce the opening in bottom of the sump pan to receive roof drain.

2.2.8 Column Closures Sheet metal, minimum 0.0358 inch thick or metal rib lath.

2.2.9 Access Hole Covers Sheet metal, minimum 0.0474 inch thick.

2.2.10 Hanger Provide clips or loops for utility systems and suspended ceilings of one or more of the following types:

a. Lip tabs or integral tabs where noncellular decking or flat plate

of cellular section is 0.0474 inch thick or more, and a structural concrete fill is used over deck.

b. Slots or holes punched in decking for installation of pigtails.

c. Tabs driven from top side of decking and arranged so as not to

pierce electrical cells.

d. Decking manufacturer's standard as approved by the Contracting Officer.

2.2.11 Shear Connectors Provide shear connectors as headed stud type, ASTM A 108, Grade 1015 or 1020, cold finished carbon steel with dimensions complying with AISC 360 or strap type, ASTM A 570/A 570M, Grade D, hot-rolled carbon steel.

2.2.12 Mechanical Fasteners Provide mechanical fasteners, such as powder actuated or pneumatically driven fasteners, for anchoring the deck to structural supports and adjoining units that are designed to meet the loads indicated. Provide positive locking-type fasteners standard with the Steel Deck Institute and the steel deck manufacturer, as approved by the Contracting Officer.


2.2.13 Miscellaneous Accessories Furnish the manufacturer's standard accessories to complete the deck installation. Furnish metal accessories of the same material as the deck and with the minimum design thickness as follows: saddles, 0.0474 inch; welding washers, 0.0598 inch cant strip, 0.0295 inch other metal accessories, 0.0358 inch unless otherwise indicated. Accessories must include but not be limited to saddles, welding washers, fasteners, cant strips, butt cover plates, underlapping sleeves, and ridge and valley plates.

2.3 FABRICATION Furnish one sample of each type of Metal Floor Deck Units used to illustrate the actual cross section dimensions and configuration.

Furnish sample of Metal Roof Deck Units used to illustrate actual cross section dimensions and configurations.

Furnish one sample of each type Flexible Closure Strips, 12 inches long.

2.3.1 Deck Units 2.3.1.1 Cellular Metal Floor Deck Units Provide decking as wire raceways conforming to NFPA 70. Fabricate units from the specified structural-quality steel sheets. Provide nominal thickness of the steel sheets, before galvanizing, a minimum 18-gage for the upper element of the floor deck unit, and a minimum 16-gage for the lower element of the floor deck unit.

Provide sufficient welds, forming the steel sheets into the cellular floor deck unit, to develop the full horizontal shear at the plane where the steel sheets are joined.

Cellular metal floor deck units must be fluted section cells combined on a flat plate having interlocking type sidelaps. Provide depth, width of unit, number of cells per unit, and width of cells as follows:

DEPTH WIDTH OF UNIT NUMBER OF CELLS WIDTH OF CELLS MINIMUM NOMINAL PER UNIT NOMINAL (inch) (inch) (inch) 1-1/2 24 4 3-5/8 1-1/2 24 2 9-5/8 1-1/2 12 1 9-5/8 3 24 3 5-5/8 3 24 2 9-5/8 3 12 1 9-5/8 4-1/2 24 4 2-5/8 4-1/2 24 2 9-5/8 4-1/2 12 1 9-5/8 6 24 2 9-5/8 6 12 1 9-5/8 7-1/2 24 2 9-5/8 7-1/2 12 1 9-5/8


Cellular metal floor deck units must be fluted section cells combined with a matching fluted bottom section having interlocking type sidelaps. Provide depth, width of unit, number of cells per unit, and width of cells as follows:

DEPTH WIDTH OF UNIT NUMBER OF CELLS WIDTH OF CELLS MINIMUM NOMINAL PER UNIT NOMINAL (inch) (inch) _______________ (inch) 3 24 4 3-5/8 3 12 1 9-5/8 6 24 3 5-5/8 Conform to SDI 30 for deck units. Conform to ASTM A 653/A 653M, SQ, Grade 230, Grade 33 for formed cellular decking and accessories. Use panels of maximum possible lengths to minimize end laps. Fabricate deck units in lengths to span 3 or more supports with flush, telescoped, or nested 2 inch laps at ends, and interlocking, or nested side laps, unless otherwise indicated. Deck with cross-sectional configuration differing from the units indicated may be used, provided that the properties of the proposed units, determined in accordance with AISI SG03-3, are equal to or greater than the properties of the units indicated and that the material will fit the space provided without requiring revisions to adjacent materials or systems.

2.3.2 Open Beam, Metal Floor Deck Units Fabricate open beam metal floor deck units of the specified structural-quality steel sheets. Provide nominal thickness of the steel sheets before galvanizing of minimum 18-gage.

Provide open beam metal floor deck units with a fluted section having interlocking type sidelaps. Provide depth, width of unit, number of flutes per unit, and width of flutes as follows:

DEPTH WIDTH OF UNIT NUMBER OF CELLS WIDTH OF CELLS MINIMUM NOMINAL PER UNIT NOMINAL (inch) (inch) _______________ (inch) 1-1/2 24 4 3-5/8 1-1/2 24 2 9-5/8 1-1/2 12 1 9-5/8 3 24 3 5-5/8 3 24 2 9-5/8 3 12 1 9-5/8 4-1/2 24 2 9-5/8 4-1/2 12 2 2-5/8 4-1/2 12 1 9-5/8 6 24 2 9-5/8 6 12 1 9-5/8 7-1/2 24 2 9-5/8 7-1/2 12 1 9-5/8 2.3.3 Length of Floor Deck Units Provide floor deck units of sufficient length to span three or more spacings where possible.


2.3.4 Roof Deck Conform to ASTM A 792/A 792M or ASTM A 1008/A 1008M for deck used in conjunction with insulation and built-up roofing. Fabricate roof deck units of the steel design thickness required by the design drawings and shop painted galvanized, painted with an epoxy coating or equivalent applied to prime-coating in accordance with manufacturer's standard, zinc-coated in conformance with ASTM A 653/A 653M, G90 coating class or aluminum-zinc coated in accordance with ASTM A 792/A 792M Coating Designation AZ55.

2.3.4.1 Cant Strips for Roof Decks Fabricate cant strips from the specified commercial-quality steel sheets not less than nominal 0.0359 inch thick before galvanizing. Bend strips to form a 45-degree cant not less than 5 inch wide, with top and bottom flanges a minimum 3 inch wide. Length of strips 10 feet.

2.3.4.2 Ridge and Valley Plates for Roof Decks Fabricate plates from the specified structural-quality steel sheets, not less than nominal 0.0359 inch thick before galvanizing. Provide plates of minimum 4-1/2 inch wide and bent to provide tight fitting closures at ridges and valleys. Provide a minimum length of ridge and valley plates of 10 feet.

2.3.4.3 Metal Closure Strips for Roof Decks Fabricate strips from the specified commercial-quality steel sheets not less than nominal 0.0359 inch thick before galvanizing. Provide strips from the configuration required to provide tight-fitting closures at open ends and sides of steel roof decking.

2.3.5 Form Deck Conform to ASTM A 653/A 653M or ASTM A 1008/A 1008M for deck used as formwork for concrete. Fabricate form deck of the steel design thickness required by the design drawings. Paint with one coat of manufacture's standard paint.

2.3.6 Composite Deck Conform to ASTM A 653/A 653M or ASTM A 1008/A 1008M for composite deck assembly. Fabricate deck used as the tension reinforcing in composite deck to the steel design thickness required by the design drawings. Zinc-coat in conformance with ASTM A 653/A 653M, G60 coating class.

In addition to resisting shear, provide devices to resist vertical separation between the steel deck and the concrete. Provide one of the following types of shear devices:

a. Mechanically fixed shear devices such as embossments, holes, or

welded buttons.

b. Mechanically fixed shear devices such as inverted, triangular-shaped ribs.


2.3.7 Acoustical Steel Deck Provide a Noise Reduction Coefficient (NRC) rating of not less than 0.70, when tested in accordance with ASTM C 423, Standard Mounting No. 6. Provide sound absorbing materials with either glass fiber in roll or premolded form for acoustical steel deck (noncellular) and glass fiber rigid strip for acoustical steel deck (cellular) in accordance with manufacturer's standards.

2.3.8 Venting To ensure positive venting from the underside, provide slotted or perforated steel deck to receive concrete fill, overlay, or a poured concrete deck.

2.3.9 Shop Priming Shop prime accessories and underside of deck at the factory after coating. Clean surfaces in accordance with the manufacturer's standard procedure followed by a spray, dip or roller coat of rust-inhibitive primer, oven cured.

2.3.10 Touch-Up Paint Provide touch-up paint for shop-painted units of the same type used for the shop painting, and touch-up paint for zinc-coated units of an approved galvanizing repair paint with a high-zinc dust content. Touch-up welds with paint conforming to SSPC Paint 20 in accordance with ASTM A 780. Maintain finish of deck units and accessories by using touch-up paint whenever necessary to prevent the formation of rust.

For floor decking installation, wire brush, clean, and touchup paint the scarred areas on the top and bottom surfaces of the metal floor decking and on the surface of supporting steel members. Include welds, weld scars, bruises, and rust spots for scarred areas. Touched up the galvanized surfaces with galvanizing repair paint. Touch up the painted surfaces with paint for the repair of painted surfaces.

After roof decking installation, wire brush, clean, and touchup paint the scarred areas on top and bottom surfaces of metal roof decking. The scarred areas include welds, weld scars, bruises, and rust spots. Touchup galvanized surfaces with galvanizing repair paint. Touchup painted surfaces with repair paint of painted surfaces.

PART 3 EXECUTION 3.1 EXAMINATION Prior to installation of decking units and accessories, examine worksite to verify that as-built structure will permit installation of decking system without modification.

3.2 INSTALLATION Install steel deck units in accordance with SDI DDMO3 and approved shop drawings. Place units on structural supports, properly adjusted, leveled, and aligned at right angles to supports before permanently securing in place. Damaged deck and accessories including material which is permanently


stained or contaminated, deformed, or with burned holes shall not be installed. Extend deck units over three or more supports unless absolutely impractical. Report inaccuracies in alignment or leveling to the Contracting Officer and make necessary corrections before permanently anchoring deck units. Locate deck ends over supports only. Ends of floor deck may be lapped or butted. Do not use unanchored deck units as a work or storage platform. Do not fill unanchored deck with concrete. Permanently anchor units placed by the end of each working day. Do not support suspended ceilings, light fixtures, ducts, utilities, or other loads by steel deck unless indicated. Distribute loads by appropriate means to prevent damage. Prepare shoring in position before concrete placement begins in composite or form deck. Size cellular decking provided as electrical raceways to accommodate indicated wiring systems. Chip off burrs and eliminate sharp edges which may damage wiring. Mesh decking panels accurately and place in accordance with UL 209. Neatly fit acoustical material into the rib voids.

3.2.1 Attachment Immediately after placement and alignment, and after correcting inaccuracies, permanently fasten steel deck units to structural supports and to adjacent deck units by welding with normal 5/8 inch diameter puddle welds or fastened with screws, powder-actuated fasteners, or pneumatically driven fasteners as indicated on the design drawings and in accordance with manufacturer's recommended procedure and SDI 30. Clamp or weight deck units to provide firm contact between deck units and structural supports while performing welding or fastening. Attachment of adjacent deck units by button-punching is prohibited.

3.2.1.1 Welding Perform welding in accordance with AWS D1.3/D1.3M using methods and electrodes recommended by the manufacturers of the base metal alloys being used. Ensure only operators previously qualified by tests prescribed in AWS D1.1/D1.1M and AWS D1.3/D1.3M make welds. Immediately recertify, or replace qualified welders, that are producing unsatisfactory welding. Indicate location, size, and spacing of fastening. Holes and similar defects will not be acceptable. Lap 2 inch deck ends. Attach all partial or segments of deck units to structural supports in accordance with Section 2.5 of SDI DDMO3. Attach shear connectors as shown and welded as per AWS D1.1/D1.1M through the steel deck to the steel member. Immediately clean welds by chipping and wire brushing. Heavily coat welds, cut edges and damaged portions of coated finish with zinc-dust paint conforming to ASTM A 780.

3.2.1.2 Fastening Anchor deck to structural supports and adjoining units with mechanical deck fasteners as recommended by the Steel Deck Institute and the steel deck manufacturer, as approved by the Contracting Officer. Drive powder-actuated fasteners with a low-velocity piston tool by an operator authorized by the manufacturer of the piston tool. Drive pneumatic fasteners with a low-velocity fastening tool and comply with the manufacturer's recommendations.

3.2.1.3 Fastening Floor Deck Units Fasten floor deck units to the steel supporting members at ends and at all intermediate supports, both parallel and perpendicular to deck span, by welds. Do not exceed spacing of welds of 12 inch on center, with a minimum


of two welds per floor deck unit at each support. Provide 3/4 inch minimum diameter fusion welds. Coordinate welding sequence and procedure with the placing of the floor deck units. Blow holes shall be cause for rejection.

Lock sidelaps between adjacent floor deck units together at intervals not exceeding 48 inch on center by welding or button punching for all spans.

Free the interior of cells that will be used for electrical raceways of welds having sharp points or edges.

3.2.2 Openings Cut or drill all holes and openings required and coordinate with the drawings, specifications, and other trades. Frame and reinforce openings through the deck in conformance with SDI DDP. Reinforce holes and openings 6 to 12 inch across by 0.0474 inch thick steel sheet at least 12 inch wider and longer than the opening and be fastened to the steel deck at each corner of the sheet and at a maximum of 6 inch on center. Reinforce holes and openings larger than 12 inch by steel channels or angles installed perpendicular to the steel joists and supported by the adjacent steel joists. Install steel channels or angles perpendicular to the deck ribs and fasten to the channels or angles perpendicular to the steel joists. Deck manufacturer shall approve holes or openings larger than 6 inch in diameter prior to drilling or cutting. Openings must not interfere with seismic members such as chords and drag struts.

3.2.3 Deck Damage SDI MOC2, for repair of deck damage.

3.2.4 Accessory Installation 3.2.4.1 Adjusting Plates Install as shown on shop drawings.

3.2.4.2 End Closures Provide end closure to close open ends of cells at columns, walls, and openings in deck.

3.2.4.3 Closures Above Partitions Provide for closing voids between cells over partitions that are perpendicular to direction of cells. Provide a one-piece closure strip for partitions 4 inch nominal or less in thickness and two-piece closure strips for wider partitions. Provide sheet metal closures above fire-rated partitions at both sides of partition with space between filled with fiberglass insulation. Provide flexible rubber closures above acoustic-rated partitions at both sides of partition with space between filled with blanket insulation.

3.2.4.4 Cover Plates Provide metal cover plates, or joint tape, at joints between cellular decking sheets to be used as electrical raceways. Where concrete leakage would be a problem, provide metal cover plates, or joint tape, at joints


between decking sheets, cellular or noncellular, to be covered with concrete fill.

3.2.4.5 Column Closures Provide for spaces between floor decking and columns which penetrate the deck. Field cut closure plate to fit column in the field and tack weld to decking and columns.

3.2.4.6 Access Hole Covers Provide to seal holes cut in decking to facilitate welding of decking to structural supports.

3.2.4.7 Hangers Provide as indicated to support utility system and suspended ceilings. Space devices as indicated.

3.2.5 Sound Absorbing Material Install sound absorbing glass fiber roll or premolded form, neatly in voids between perforated webs of acoustical noncellular steel deck and glass fiber rigid strip, in cells of acoustical cellular steel deck. Keep sound absorbing material dry before, during and after installation.

3.2.6 Concrete Work Prior to placement of concrete, inspect installed decking to ensure that there has been no permanent deflection or other damage to decking. Replace decking which has been damaged or permanently deflected as approved by the Contracting Officer. Place concrete on metal deck in accordance with Construction Practice of SDI 30.

3.2.7 Preparation of Fire-Proofed Surfaces Provide deck surfaces, both composite and noncomposite, which are to receive sprayed-on fireproofing, galvanized and free of all grease, mill oil, paraffin, dirt, salt, and other contaminants which impair adhesion of the fireproofing. Complete any required cleaning prior to steel deck installation using a cleaning method that is compatible with the sprayed-on fireproofing.

3.3 JOINT SEALING FOR ROOF DECKS Seal sidelaps and endlaps with manufacturer's recommended joint sealing material. Shop or field apply the material. Before applying the sealing material, completely remove dust, dirt, moisture, and other foreign material from the surfaces to which the sealing material is to be applied. Apply sealing material in strict accordance with the sealing material manufacturer's printed instructions.

3.4 ROOF SUMP PANS Place sump pans over openings in roof decking and fusion welded to top surface of roof decking. Do not exceed spacing of welds of 12 inch with not


less than one weld at each corner. Field cut opening in the bottom of each roof sump pan to receive the roof drain as part of the work of this section.

3.5 CANT STRIPS FOR ROOF DECKS Provide strips to be fusion welded to surface of roof decking, secured to wood nailers by galvanized screws or to steel framing by galvanized self-tapping screws or welds. Do not exceed spacing of welds and fasteners of 12 inch. Lap end joints a minimum 3 inch and secure with galvanized sheet metal screws spaced a maximum 4 inch on center.

3.6 RIDGE AND VALLEY PLATES FOR ROOF DECKS Provide plates to be fusion welded to top surface of roof decking. Lap end joints a minimum 3 inch. For valley plates, provide endlaps to be in the direction of water flow.

3.7 CLOSURE STRIPS FOR ROOF DECKS Provide closure strips at open, uncovered ends and edges of the roof decking and in voids between roof decking and top of walls and partitions where indicated. Install closure strips in position in a manner to provide a weathertight installation.

3.8 ROOF INSULATION SUPPORT FOR ROOF DECKS Provide metal closure strips for support of roof insulation where rib openings in top surface of metal roof decking occur adjacent to edges and openings. Weld metal closure strips in position.

3.9 CLEANING AND PROTECTION FOR ROOF DECKS Upon completion of the deck, sweep surfaces clean and prepare for installation of the roofing.

3.10 FIELD QUALITY CONTROL 3.10.1 Decks Not Receiving Concrete Inspect the decking top surface for distortion after installation. For roof decks not receiving concrete, verify distortion by placing a straight edge across three adjacent top flanges. The maximum allowable gap between the straight edge and the top flanges is 1/16 inch; when gap is more than 1/16 inch, provide corrective measures or replacement. Reinspect decking after performing corrective measures or replacement.



SECTION 05 40 00

COLD-FORMED METAL FRAMING


AMERICAN IRON AND STEEL INSTITUTE (AISI)

AISI SG02-1 (2001) North American Specification for the

Design of Cold-Formed Steel Structural Members

AISI SG03-3 (2002) Cold-Formed Steel Design Manual Set




ASTM A 123/A 123M (2008) Standard Specification for Zinc (Hot-



Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 370 (2007b) Standard Test Methods and Definitions

for Mechanical Testing of Steel Products ASTM A 653/A 653M (2008) Standard Specification for Steel


ASTM B 633 (2007) Standard Specification for

Electrodeposited Coatings of Zinc on Iron and Steel

ASTM C 1007 (2008) Standard Specification for

Installation of Load Bearing (Tranverse and Axial) Steel Studs and Related Accessories

ASTM C 955 (2008) Load-Bearing (Transverse and Axial)

Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application of Gypsum Panel Products and Metal Plaster Bases


ASTM E 329 (2007a) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

SOCIETY OF AUTOMOTIVE ENGINEERS INTERNATIONAL (SAE)

SAE J78 (1998) Steel Self Drilling Tapping Screws

1.2 SUBMITTALS Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Framing Components; G

a. Cross sections, plans, and/or elevations showing component types and locations for each framing application; including shop coatings and material thicknesses for each framing component.

b. Connection details showing fastener type, quantity, location, and other information to assure proper installation.

c. Drawings depicting panel configuration, dimensions, components, locations, and construction sequence if the Contractor elects to install prefabricated/prefinished frames.

SD-03 Product Data

Steel studs,joists, tracks, bracing, bridging and accessories

SD-07 Certificates

Load-bearing cold-formed metal framing

Mill certificates or test reports from independent testing agency, qualified in accordance with ASTM E 329, showing that the steel sheet used in the manufacture of each cold-formed component complies with the minimum yield strengths and uncoated steel thickness specified. Test reports shall be based on the results of three coupon tests in accordance with ASTM A 370.

Welds

Certified copies of welder qualifications test records showing qualification in accordance with AWS D1.3/D1.3M.

1.3 DELIVERY, STORAGE, AND HANDLING Deliver materials to job site and store in adequately ventilated, dry locations. Storage area shall permit easy access for inspection and handling. If necessary to store materials outside, stack off the ground,


support on a level platform, and protect from the weather as approved. Handle materials to prevent damage. Finish of the framing members shall be maintained at all times, using an approved high zinc dust content, galvanizing repair paint whenever necessary to prevent the formation of rust. Replace damaged items with new, as directed by the Contracting Officer.

1.4 LOAD-BEARING COLD-FORMED METAL FRAMING Include top and bottom tracks, bracing, fastenings, and other accessories necessary for complete installation. Framing members shall have the structural properties indicated. Where physical structural properties are not indicated, they shall be as necessary to withstand all imposed loads. Design framing in accordance with AISI SG03-3. Non-load-bearing metal framing, furring, and ceiling suspension systems are specified in Section 09 22 00 SUPPORT FOR PLASTER AND GYPSUM BOARD. Metal suspension systems for acoustical ceilings are specified in Section 09 51 00 ACOUSTICAL CEILINGS.

1.5 QUALITY ASSURANCE 1.5.1 Drawing Requirements Submit framing components to show sizes, thicknesses, layout, material designations, methods of installation, and accessories.

PART 2 PRODUCTS 2.1 STEEL STUDS, JOISTS, TRACKS, BRACING, BRIDGING AND ACCESSORIES Framing components shall comply with ASTM C 955 and the following.

a. Material shall be corrosion-resistant steel complying with ASTM A

653/A 653M, Grade 33 or higher, having a minimum yield of 33,000 psi and a G 60 minimum zinc coating.

b. Minimum uncoated steel thickness (design thickness times 0.95):

(1) Studs and Tracks: Thickness as shown on the drawings.

(2) Bracing and bridging: Thickness as shown on the drawings.

(3) Accessories: Standard thickness as provided by the manufacturer.

c. Stud and Track web depth as shown on drawings.

d. Stud flange width as shown on drawings.

e. Stud effective section properties as shown on the drawings.

2.2 MARKINGS Studs and track shall have product markings stamped on the web of the section. The markings shall be repeated throughout the length of the member at a maximum spacing of 4 feet on center and shall be legible and easily read. The product marking shall include the following:


a. An ICBO number. b. Manufacturer's identification. c. Minimum delivered uncoated steel thickness. d. Protective coating designator. e. Minimum yield strength.

2.3 CONNECTIONS Screws for steel-to-steel connections shall be self-drilling tapping in compliance with SAE J78 of the type, size, and location as shown on the drawings. Electroplated screws shall have a Type II coating in accordance with ASTM B 633. Screws, bolts, and anchors shall be hot-dipped galvanized in accordance with ASTM A 123/A 123M or ASTM A 153/A 153M as appropriate. Screws bolts, and anchors shall be hot dipped galvanized in accordance with ASTM A 123/A 123M or ASTM A 153/A 153M as appropriate.

2.4 PLASTIC GROMMETS Supply plastic grommets, recommended by stud manufacturer, to protect electrical wires. Prevent metal to metal contact for plumbing pipes.

PART 3 EXECUTION 3.1 FASTENING Fasten framing members together by welding or by using self-drilling or self-tapping screws. Electrodes and screw connections shall be as required and indicated in the design calculations.

3.1.1 Welds All welding shall be performed in accordance with AWS D1.3/D1.3M, as modified by AISI SG02-1. All welders, welding operations, and welding procedures shall be qualified according to AWS D1.3/D1.3M. All welds shall be cleaned and coated with rust inhibitive galvanizing paint. Do not field weld materials lighter than 18 gage.

3.1.2 Screws Screws shall be of the self-drilling self-tapping type, size, and location shown on the drawings. Screw penetration through joined materials shall not be less than three exposed threads. Minimum spacings and edge distances for screws shall be as specified in AISI SG02-1. Screws covered by sheathing materials shall have low profile heads.

3.1.3 Anchors Anchors shall be of the type, size, and location shown on the drawings.

3.2 INSTALLATION 3.2.1 General Requirements

a. Prefabricated frames shall be square, with components attached to prevent racking during fabrication, transportation, and lifting. Design and construction of frames shall include provisions for lifting.


b. Cutting of steel framing shall be by saw, shear, or plasma cutting

equipment. Oxyacetylene torch cutting is not permitted.

c. Temporary bracing shall be provided and remain in place until work is permanently stabilized.

d. Abutting lengths of track shall be butt-welded, spliced, or each

length securely anchored to a common structural element. Track shall be securely anchored to the supporting structure as shown on the drawings.

e. Splicing of framing components, other than track and tension

members, is not permitted.

f. Wire tying of framing members is not permitted. 3.2.2 Non-Load Bearing Walls (Curtain walls)

a. Studs shall be spaced as shown on the drawings.

b. Studs shall be plumbed, aligned, and secured to the continuous runner tracks at each end, unless the stud end terminates at a deflection track.

c. Tracks shall be securely anchored to the supporting structure as

shown on the drawings.

d. Bridging spaced as shown on the drawings shall be installed prior to the installation of facing materials.

e. Framed wall openings shall include headers and supporting

components as shown on the drawings. Headers shall be installed in all openings that are larger than the stud spacing in a wall.

f. At wall openings for doors, windows and other similar features, the

framing system shall provide for the installation and anchorage of the required subframes or finish frames. Steel frames shall be securely attached through built-in anchors to the nearest stud on each side of the opening with self-drilling screws. Double studs shall be provided at both jambs of all door openings.

g. Installation of sheathing, wallboards, or any other collateral

material shall be performed in accordance with the product manufacturer's specifications.

h. Components (Deflection Track and/or Slide Clips) shall be provided

at locations shown on the drawings to accommodate potential movements of Primary Frames. Construction shall accommodate a vertical movement of 1-1/2 inches.

3.2.3 Load Bearing Walls 3.2.3.1 Axial Load Installation shall comply with ASTM C 1007 and the following:


a. Studs shall be spaced as shown on the drawings.

b. Studs shall be installed seated squarely against the web of the top and bottom track to assure transfer of axial load. Studs shall be plumbed, aligned, and secured to the continuous runner tracks at each end before the installation of components which induce axial load.

c. Studs, other than at framed openings, shall align vertically to

allow for full transfer of the loads to the foundation. Vertical alignment shall be maintained at floor/wall intersections. Where vertical alignment is not possible, a continuous load distribution member at the top track shall be provided as shown on the drawings.

d. Foundation bearing bottom track shall rest on a continuous,

uniform, and level beating surface.

e. Tracks shall be securely anchored to the supporting structure as shown on the drawings.

f. Bridging spaced as shown on the drawings shall be installed prior

to loading and the installation of facing materials.

g. Framed wall openings shall include headers and supporting components as shown on the drawings. Headers shall be installed in all openings which are larger than the stud spacing in a wall.

h. At wall openings for doors, windows and other similar features, the

framing system shall provide for the installation and anchorage of the required subframes or finish frames. Steel frames shall be securely attached through built-in anchors to the nearest stud on each side of the opening with self-drilling screws. Double studs shall be provided at both jambs of all door openings.

i. Installation of sheathing, wallboards, or any other collateral

material shall be performed in accordance with the product manufacturer's specifications.

3.2.3.2 Lateral Load (Shear Wall Panels) Shear wall panels shall be installed at the locations shown; stud spacing and arrangement shall be as shown; diagonal bracing shall be placed across studs, pulled tight, and attached to each stud within the shear panel as shown on the drawings.

3.2.4 Joists

a. Joists shall be spaced as shown on the drawings.

b. Uniform and level joist bearing at the foundation wall shall be provided by means of shims and/or shrink grout.

c. Web stiffeners at support locations and at points of concentrated

loads shall be provided as shown on the drawings.


d. Joists shall align vertically with load bearing studs. Where vertical alignment is not possible, a continuous load distribution member at the top track shall be provided as shown on the drawings.

e. Bridging, of the type and spacing shown on the drawings, shall be

installed prior to loading.

f. Additional framing around openings shall be provided as shown on the drawings when the width of the opening exceeds the typical joist spacing.

3.2.5 Trusses

a. Trusses shall be spaced as shown on the drawings.

b. Trusses shall align vertically with load bearing studs. Where vertical alignment is not possible, a continuous load distribution member at the top track shall be provided as shown on the drawings.

c. Trusses shall be bridged and braced as shown on the drawings before

the installation of collateral materials.

d. Temporary bracing shall be provided and remain in place until work is permanently stabilized.

3.3 TOLERANCES Vertical alignment (plumbness) of studs shall be within 1/960th of the span. Horizontal alignment (levelness) of walls shall be within 1/960th of their respective lengths. Spacing of studs shall not be more than plus 1/8 inch from the designed spacing providing the the cumulative error does not exceed the requirements of the finishing material.

3.4 SPECIAL INSPECTION AND TESTING FOR SEISMIC-RESISTING SYSTEMS Special inspections and testing for seismic-resisting systems and components shall be done in accordance with Section 01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS.



SECTION 05 50 13

MISCELLANEOUS METAL FABRICATIONS PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ALUMINUM ASSOCIATION (AA)

AA 46 (1978) Standards for Anodized Architectural

Aluminum AA DAF-45 (2003) Designation System for Aluminum

Finishes

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AISC 303 (2005) Code of Standard Practice for Steel

Buildings and Bridges

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) ANSI A14.3 (2002) Standard for Fixed Ladders and Safety

Requirements ANSI MH28.1 (1997) Design, Testing, Utilization, and

Application of Industrial Grade Steel Shelving

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 7 (2005; Supp 1) Minimum Design Loads for

Buildings and Other Structures

AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE) ASSE/SAFE A10.3 (2006) Operations - Safety Requirements for

Powder Actuated Fastening Systems

AMERICAN WELDING SOCIETY (AWS) AWS D1.1/D1.1M (2008) Structural Welding Code - Steel


ASME B18.2.1 (1996; Addenda A 1999; Errata 2003; R 2005)

Square and Hex Bolts and Screws (Inch Series) ASME B18.2.2 (1987; R 2005) Standard for Square and Hex

Nuts ASME B18.21.1 (1999; R 2005) Lock Washers (Inch Series)


ASME B18.22.1 (1965; R 2003) Plain Washers

ASME B18.6.2 (1998; R 2005) Slotted Head Cap Screws,

Square Head Set Screws, and Slotted Headless Set Screws: Inch Series

ASME B18.6.3 (2003) Machine Screws and Machine Screw Nuts





Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 283/A 283M (2003; R 2007) Standard Specification for Low

and Intermediate Tensile Strength Carbon Steel Plates

ASTM A 307 (2007b) Standard Specification for Carbon

Steel Bolts and Studs, 60 000 PSI Tensile Strength


Structural Steel ASTM A 467/A 467M (2007) Standard Specification for Machine

Coil and Chain ASTM A 47/A 47M (1999; R 2004) Standard Specification for

Steel Sheet, Aluminum-Coated, by the Hot-Dip Process

ASTM A 475 (2003) Standard Specification for Zinc-Coated

Steel Wire Strand ASTM A 48/A 48M (2003) Standard Specification for Gray Iron

Castings ASTM A 500/A 500M (2007) Standard Specification for Cold-Formed






ASTM A 687 (1993) Standard Specification for High-

Strength Nonheaded Steel Bolts and Studs


ASTM A 780 (2001; R 2006) Standard Practice for Repair


ASTM A 786/A 786M (2005) Standard Specification for Hot-Rolled

Carbon, Low-Alloy, High-Strength Low-Alloy, and Alloy Steel Floor Plates

ASTM A 924/A 924M (2008a) Standard Specification for General

Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process

ASTM B 108 (2006) Standard Specification for Aluminum-

Alloy Permanent Mold Castings ASTM B 209 (2007) Standard Specification for Aluminum

and Aluminum-Alloy Sheet and Plate ASTM B 221 (2006) Standard Specification for Aluminum

and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

ASTM B 26/B 26M (2005) Standard Specification for Aluminum-

Alloy Sand Castings ASTM D 1187 (1997; R 2002e1) Asphalt-Base Emulsions for

Use as Protective Coatings for Metal ASTM D 2047 (2004) Static Coefficient of Friction of

Polish-Coated Floor Surfaces as Measured by the James Machine

ASTM B 429 (2002) Aluminum-Alloy Extruded Structural

Pipe and Tube ASTM F 1267 (2007) Metal, Expanded, Steel

ASTM F 1679 (2004e1) Standard Test Method for Using a

Variable Incidence Tribometer

COMMERCIAL ITEM DESCRIPTIONS (CID) CID A-A-344 (Rev B) Lacquer, Clear Gloss, Exterior,

Interior

MASTER PAINTERS INSTITUTE (MPI) MPI 79 (Jan 2004) Alkyd Anti-Corrosive Metal Primer

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM MBG 531 (2000) Metal Bar Grating Manual

NAAMM MBG 532 (2000) Heavy Duty Metal Bar Grating Manual



NFPA 211 (2006) Chimneys, Fireplaces, Vents, and Solid

Fuel-Burning Appliances

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC) SSPC SP 3 (2004; E 2004) Power Tool Cleaning



SD-02 Shop Drawings

Fabrication drawings of structural steel door frames; G Access doors and panels, installation drawings; G Cover plates and frames, installation drawings; G Expansion joint covers, installation drawings; G Floor gratings and roof walkways, installation drawings; G Wheel guards, installation drawings; G Window and door guards, installation drawings; G Embedded angles and plates, installation drawings; G Roof hatch; G

Submit fabrication drawings showing layout(s), connections to structural system, and anchoring details as specified in AISC 303.

Submit templates, erection and installation drawings indicating thickness, type, grade, class of metal, and dimensions. Show construction details, reinforcement, anchorage, and installation with relation to the building construction. Detail drawings shall be provided as defined on the Delivery Order.

SD-03 Product Data

Access doors and panels Cover plates and frames Control-joint covers Expansion joint covers Floor gratings and roof walkways Structural steel door frames Wheel guards Window and door guards Roof hatch

SD-04 Samples

Expansion joint covers Control-joint covers


Provide full size samples, taken from manufacturer's stock, and be complete as required for installation in the structure. Samples may be installed in the work, provided each sample is clearly identified and its location recorded.

1.3 GENERAL REQUIREMENTS The Contractor shall verify all measurements and shall take all field measurements necessary before fabrication. Welding to or on structural steel shall be in accordance with AWS D1.1/D1.1M. Items specified to be galvanized, when practicable and not indicated otherwise, shall be hot-dip galvanized after fabrication. Galvanizing shall be in accordance with ASTM A 123/A 123M, ASTM A 653/A 653M, or ASTM A 924/A 924M, as applicable. Exposed fastenings shall be compatible materials, shall generally match in color and finish, and shall harmonize with the material to which fastenings are applied. Materials and parts necessary to complete each item, even though such work is not definitely shown or specified, shall be included. Poor matching of holes for fasteners shall be cause for rejection. Fastenings shall be concealed where practicable. Thickness of metal and details of assembly and supports shall provide strength and stiffness. Joints exposed to the weather shall be formed to exclude water.

1.4 DISSIMILAR MATERIALS Where dissimilar metals are in contact, or where aluminum is in contact with concrete, mortar, masonry, wet or pressure-treated wood, or absorptive materials subject to wetting, the surfaces shall be protected with a coat of bituminous paint or asphalt varnish.

1.5 WORKMANSHIP Miscellaneous metalwork shall be well formed to shape and size, with sharp lines and angles and true curves. Drilling and punching shall produce clean true lines and surfaces. Welding shall be continuous along the entire area of contact except where tack welding is permitted. Exposed connections of work in place shall not be tack welded. Exposed welds shall be ground smooth. Exposed surfaces of work in place shall have a smooth finish, and unless otherwise approved, exposed riveting shall be flush. Where tight fits are required, joints shall be milled. Corner joints shall be coped or mitered, well formed, and in true alignment. Work shall be accurately set to established lines and elevations and securely fastened in place. Installation shall be in accordance with manufacturer's installation instructions and approved drawings, cuts, and details.

1.6 ANCHORAGE Anchorage shall be provided where necessary for fastening miscellaneous metal items securely in place. Anchorage not otherwise specified or indicated shall include slotted inserts made to engage with the anchors, expansion shields, and power-driven fasteners when approved for concrete; toggle bolts and through bolts for masonry; machine and carriage bolts for steel; and lag bolts and screws for wood.

1.7 SHOP PAINTING Surfaces of ferrous metal except galvanized surfaces, shall be cleaned and shop coated with the manufacturer's standard protective coating unless


otherwise specified. Surfaces of items to be embedded in concrete shall not be painted. Items to be finish painted shall be prepared according to manufacturer's recommendations or as specified.

1.8 QUALIFICATION OF WELDERS Qualify welders in accordance with AWS D1.1/D1.1M. Use procedures, materials, and equipment of the type required for the work.

1.9 DELIVERY, STORAGE, AND PROTECTION Protect from corrosion, deformation, and other types of damage. Store items in an enclosed area free from contact with soil and weather. Remove and replace damaged items with new items.

PART 2 PRODUCTS 2.1 MATERIALS 2.1.1 Structural Carbon Steel ASTM A 36/A 36M.

2.1.2 Structural Tubing ASTM A 500/A 500M.

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

2.1.4 Fittings for Steel Pipe Standard malleable iron fittings ASTM A 47/A 47M.

2.1.5 Gratings

a. Gray cast iron ASTM A 48/A 48M, Class 40.

b. Metal plank grating, non-slip requirement, aluminum ASTM B 209, 6061-T6; steel ASTM A 653/A 653M, G90.

c. Metal bar type grating NAAMM MBG 531 or NAAMM MBG 532.

2.1.6 Floor Plates, Patterned Floor plate ASTM A 786/A 786M. Steel plate shall not be less than 14 gage.

2.1.7 Anchor Bolts ASTM A 307. Where exposed, shall be of the same material, color, and finish as the metal to which applied.

2.1.7.1 Expansion Anchors, Sleeve Anchors, and Adhesive Anchors Provide expansion anchors, sleeve anchors, and adhesive anchors diameter and embedment as indicated on the design drawings.


2.1.7.2 Lag Screws and Bolts ASME B18.2.1, type and grade best suited for the purpose.

2.1.7.3 Toggle Bolts ASME B18.2.1.

2.1.7.4 Bolts, Nuts, Studs and Rivets ASME B18.2.2 and ASTM A 687 or ASTM A 307.

2.1.7.5 Powder Driven Fasteners Follow safety provisions of ASSE/SAFE A10.3.

2.1.7.6 Screws ASME B18.2.1, ASME B18.6.2, and ASME B18.6.3.

2.1.7.7 Washers Provide plain washers to conform to ASME B18.22.1. Provide beveled washers for American Standard beams and channels, square or rectangular, tapered in thickness, and smooth. Provide lock washers to conform to ASME B18.21.1.

2.1.8 Aluminum Alloy Products Conform to ASTM B 209 for sheet plate, ASTM B 221 for extrusions and ASTM B 26/B 26M or ASTM B 108 for castings, as applicable. Provide aluminum extrusions at least 1/8 inch thick and aluminum plate or sheet at least 0.050 inch thick.

2.2 FABRICATION FINISHES 2.2.1 Galvanizing Hot-dip galvanize items specified to be zinc-coated, after fabrication where practicable. Galvanizing: ASTM A 123/A 123M, ASTM A 153/A 153M, ASTM A 653/A 653M or ASTM A 924/A 924M, G90, as applicable.

2.2.2 Galvanize Anchor bolts, grating fasteners, washers, and parts or devices necessary for proper installation, unless indicated otherwise.

2.2.3 Repair of Zinc-Coated Surfaces Repair damaged surfaces with galvanizing repair method and paint conforming to ASTM A 780 or by application of stick or thick paste material specifically designed for repair of galvanizing, as approved by Contracting Officer. Clean areas to be repaired and remove slag from welds. Heat surfaces to which stick or paste material is applied, with a torch to a temperature sufficient to melt the metallics in stick or paste; spread molten material uniformly over surfaces to be coated and wipe off excess material.


2.2.4 Shop Cleaning and Painting 2.2.4.1 Surface Preparation Blast clean surfaces in accordance with SSPC SP 6. Surfaces that will be exposed in spaces above ceiling or in attic spaces, crawl spaces, furred spaces, and chases may be cleaned in accordance with SSPC SP 3 in lieu of being blast cleaned. Wash cleaned surfaces which become contaminated with rust, dirt, oil, grease, or other contaminants with solvents until thoroughly clean. Steel to be embedded in concrete shall be free of dirt and grease. Do not paint or galvanize bearing surfaces, including contact surfaces within slip critical joints, but coat with rust preventative applied in the shop.

2.2.4.2 Pretreatment, Priming and Painting Apply pretreatment, primer, and paint in accordance with manufacturer's printed instructions. On surfaces concealed in the finished construction or not accessible for finish painting, apply an additional prime coat to a minimum dry film thickness of 1.0 mil. Tint additional prime coat with a small amount of tinting pigment.

2.2.5 Nonferrous Metal Surfaces Protect by plating, anodic, or organic coatings.

2.2.6 Aluminum Surfaces 2.2.6.1 Surface Condition Before finishes are applied, remove roll marks, scratches, rolled-in scratches, kinks, stains, pits, orange peel, die marks, structural streaks, and other defects which will affect uniform appearance of finished surfaces.

2.2.6.2 Aluminum Finishes Unexposed sheet, plate and extrusions may have mill finish as fabricated. Sandblast castings' finish, medium, AA DAF-45, or AA 46. Unless otherwise specified, provide all other aluminum items with a standard mill finish, hand sanded or machine finish to a 240 grit or anodized finish. Provide a coating thickness not less than that specified for protective and decorative type finishes for items used in interior locations or architectural Class I type finish for items used in exterior locations in AA DAF-45. Provide a polished satin finish on items to be anodized. Aluminum surfaces to be in contact with plaster or concrete during construction shall be protected with a field coat conforming to CID A-A-344.

2.3 ACCESS DOORS AND PANELS Provide flush type access doors and panels unless otherwise indicated. Fabricate frames for access doors of steel not lighter than 14 gage with welded joints and anchorage for securing into construction. Provide access doors with a minimum of 14 by 20 inches and of not lighter than 14 gage steel, with stiffened edges and welded attachments. Provide access doors hinged to frame and with a flush-face, turn-screw-operated latch. Provide exposed metal surface with a baked enamel finish.


Provide ceiling access panels for terminal air blenders as indicated. Provide pin-tumbler cylinder locks with appropriate cams in lieu of screwdriver-operated latches.

2.4 CONTROL-JOINT COVERS Provide control-joint covers to be located on wall surfaces of concrete, masonry and tile work. Provide protective coating on the surface in contact with concrete, masonry or tile.

2.5 CORNER GUARDS AND SHIELDS For jambs and sills of openings and edges of platforms provide steel shapes and plates anchored in masonry or concrete with welded steel straps or end-weld stud anchors. Form corner guards for use with glazed or ceramic tile finish on walls with 0.0625 inch thick corrosion-resisting steel with polished or satin finish, extend 5 feet above the top of cove base or to the top of the wainscot, whichever is less, and securely anchor to the supporting wall. Corner guards on exterior shall be galvanized.

2.6 COVER PLATES AND FRAMES Fabricate cover plates of 1/4 inch thick rolled steel weighing not more than100 pounds per plate with a selected raised pattern nonslip top surface or slip-resistant, carbon steel conforming to ASTM A 283/A 283M having a minimum static coefficient of friction of 0.50 when tested in accordance with ASTM D 2047. On wearing surfaces, provide aluminum oxide or silicon carbide. Plate shall be galvanized or shop painted. Reinforce to sustain a live load as described in the Delivery Order. Frames shall be structural steel shapes and plates with bent steel bars or headed anchors welded to frame for anchoring to concrete or securely fastened to the structure as indicated. Miter and weld all corners. Butt joint straight runs. Allow for expansion on straight runs over 15 feet. Provide holes for lifting tools. Provide flush drop handles for removal formed from 1/4 inch round stock where indicated. Provide holes and openings with 1/2 inch clearance for pipes and equipment. Remove sharp edges and burrs from cover plates and exposed edges of frames. Weld all connections and grind top surface smooth. Weld bar stops every six inches. Provide 1/8 inch clearance at edges and between cover plates.

2.7 EXPANSION JOINT COVERS Provide expansion joint covers constructed of extruded aluminum with anodized satin aluminum finish for walls and ceilings and with standard mill finish for floor covers and exterior covers. Furnish plates, backup angles, expansion filler strip and anchors as indicated. Provide a fire rated expansion joint system to accommodate the required movements indicated.

2.8 FIRE ESCAPES Fire escapes shall be fabricated of steel shapes, shall have treads, platforms and railings as specified for steel stairs, and shall be complete with required fastenings and accessories. Fire escapes and accessories shall be galvanized.


2.9 EXTRUDED FLOOR MAT FRAMES Provide recess frames for roll-up floor mats of extruded 6063-T5 aluminum, in sizes shown. Miter corners to ensure accurate fitting. Determine depth of recess by the mat thickness. Anchor frames in concrete with anchor pins or bolts. Provide roll-up mats of aluminum construction with carpet, vinyl,serrated aluminum, or abrasive surface. Provide roll-up mats for use in level surface area or recessed area. Show construction details of recessed areas on the drawings.

2.10 FLOOR GRATINGS AND ROOF WALKWAYS Design steel grating in accordance with NAAMM MBG 531 or NAAMM MBG 532 for bar type grating or manufacturer's charts for plank grating. Galvanize steel floor gratings.

a. Design floor gratings to support a live load as indicated on the

design drawings for the spans indicated, with maximum deflection of L/240.

b. NAAMM MBG 531 or NAAMM MBG 532, band edges of grating with bars 1/4

inch less in height than the bearing bars above 3/4 inch. Weld banding in accordance with the manufacturer's standard for trim, unless otherwise indicated. Design tops of bearing bars, cross or intermediate bars to be in the same plane and match grating finish.

c. Attach gratings to structural members as indicated on the design

drawings. d. Slip resistance requirements must exceed both wet and dry static

coefficient of friction of 0.5 as tested in accordance with ASTM F 1679.

e. Rooftop walkway: Minimum 2 feet wide, 14 gage, ASTM A 653/A 653M,

G-90, steel with slip resistant surface. Furnish all brackets, connectors and other accessories. Support at minimum 5 foot intervals on hard rubber pads in accordance with manufacturers instructions.

2.11 METAL GRID WALKWAYS Metal grid walkways shall be designed to protect rooftops from pedestrian traffic and shall be 14 gauge minimum galvanized steel or 12 gauge minimum aluminum. The walkway shall consist of metal planks, 2 by 10 or 12 feet, bolted or welded to support stands. Other sizes may be furnished if approved. In addition to end supports, a midspan support shall be provided when required to limit deflection. End supports shall be located to avoid uplift and to provide continuous runs.

2.12 GAS-TIGHT MANHOLE COVER AND FRAME Provide a heavy duty type made of ductile cast-iron with bolted lid, machined bearing surfaces and gasket grooves, continuous neoprene gasket, counter sunk bronze hex head cap screws, and concealed watertight pickholes. Provide frame with a 30 inch diameter clear opening. Maximum weight of frame and cover together to be 530 pounds.


2.13 TRENCH COVERS, FRAMES, AND LINERS Trench covers shall be designed to meet the indicated load requirements. Trench frames and anchors shall be all welded steel construction designed to match cover. Covers shall be secured to frame or have flush drop handles formed of 1/4 inch round stock as shown, and shall be raised-tread, or steel floor plate or cast-iron grating as shown. Grating opening widths shall not exceed 1 inch. Trench liners shall be cast iron with integral frame for cover.

2.14 GUARD POSTS (BOLLARDS/PIPE GUARDS) Provide standard weight steel pipe as indicated on the design drawings and meeting specifications in ASTM A 53/A 53M. Anchor posts in concrete as indicated and fill solidly with concrete with minimum compressive strength of 2,500 psi.

2.15 HANDRAILS Handrails shall be designed to resist a concentrated load of 200 pounds in any direction at any point of the top of the rail or 20 pounds per foot applied horizontally to top of the rail, whichever is more severe.

2.15.1 Steel Handrails, Including Carbon Steel Inserts Steel handrails, including inserts in concrete, shall be steel pipe conforming to ASTM A 53/A 53M or structural tubing conforming to ASTM A 500/A 500M, Grade A or B of equivalent strength. Steel railings shall be 1-1/2 inch nominal size. Railings shall be hot-dip galvanized and/or shop painted as shown.

a. Joint posts, rail, and corners shall be fabricated by one of the

following methods:

(1) Flush type rail fittings of commercial standard, welded and ground smooth with railing splice locks secured with 3/8 inch hexagonal recessed-head setscrews.

(2) Mitered and welded joints by fitting post to top rail and intermediate rail to post, mitering corners, groove welding joints, and grinding smooth. Railing splices shall be butted and reinforced by a tight fitting interior sleeve not less than 6 inches long.

(3) Railings may be bent at corners in lieu of jointing, provided bends are made in suitable jigs and the pipe is not crushed.

b. Removable sections, toe-boards, and brackets shall be provided as

indicated. 2.15.2 Aluminum Handrails Handrails shall consist of 1-1/2 inch nominal Schedule 40 pipe ASTM B 429 or 1-3/4 inch square aluminum semi-hollow tube with rounded corners ASTM B 221 as shown. Railings and pipe collars shall be mill finish or anodized aluminum as shown. All fasteners shall be Series 300 stainless steel.


a. Jointing shall be by one of the following methods:

(1) Flush type rail fittings, welded and ground smooth with splice locks secured with 3/8 inch recessed head setscrews.

(2) Mitered and welded joints, made by fitting post to top rail and intermediate rail to post and corners, shall be groove welded and ground smooth. Splices, where allowed by the Contracting Officer, shall be butted and reinforced by a tight fitting dowel or sleeve not less than 6 inches in length. Dowel or sleeve shall be connected to one side of the splice by tack welding or by using epoxy cement.

(3) Railings shall be assembled using slip-on aluminum-magnesium alloy fittings for joints. Fittings shall be fastened to pipe or tube with 1/4 inch or 3/8 inch stainless steel recessed head setscrews. Assembled railings shall be provided with fittings only at vertical supports or at rail terminations attached to walls. Expansion joints shall be at the midpoint of panels. A setscrew shall be provided in only one side of the slip-on sleeve. Alloy fittings shall conform to ASTM B 26/B 26M.

b. Removable sections, toe-boards and brackets shall be provided where

indicated, using flange castings as appropriate. 2.16 MISCELLANEOUS PLATES AND SHAPES Provide for items that do not form a part of the structural steel framework, such as lintels, sill angles, support framing for ceiling-mounted toilet partitions, and miscellaneous mountings and frames. Provide lintels fabricated from structural steel shapes over openings in masonry walls and partitions as indicated and as required to support wall loads over openings. Provide with connections. Construct to have at least 8 inches bearing on masonry at each end.

Provide angles and plates, ASTM A 36/A 36M, for embedment as indicated. Galvanize embedded items exposed to the elements according to ASTM A 123/A 123M.

2.17 SAFETY CHAINS Construct safety chains of galvanized steel, straight link type, 3/16 inch diameter, with at least twelve links per foot, and with snap hooks on each end. Test safety chain in accordance with ASTM A 467/A 467M, Class CS. Provide snap hooks of boat type. Provide galvanized 3/8 inch bolt with 3/4 inch eye diameter for attachment of chain, anchored as indicated. Supply two chains, 4 inches longer than the anchorage spacing, for each guarded area. Locate safety chain where indicated. Mount the top chain 3 feet 6 inches above the floor and mount the lower chain 2 feet above the floor.

2.18 SECURITY GRILLES Fabricate channel frames with not less than two masonry anchors at each jamb and 1/2 inch hardened steel bars spaced not over 4 inches both ways and welded to frame. Provide 18 by 16 mesh screen and two layers of 1/4 inch hardware cloth clamped to frame.


2.19 STEEL PLATE WAINSCOTS FOR CONCRETE OR MASONRY COLUMNS Shop bend to radius for round columns and at right angles for square and rectangular columns with slight 1/4 inch radius on corners, with no horizontal joints and not more than 2 vertical joints single strapped and butt welded with a thickness as indicated on the design drawings.

2.20 STRUCTURAL STEEL DOOR FRAMES Steel door frames built from structural shapes shall be neatly mitered and securely welded at the corners with all welds ground smooth. Jambs shall be provided with 2 by 1/4 by 12 inch bent, adjustable metal anchors spaced not over 2 feet 6 inches on centers. Provision shall be made to stiffen the top member for all spans over 3 feet. Continuous door stops shall be made of 1-1/2 by 5/8 inch bars.

2.21 PARTITIONS, DIAMOND MESH TYPE Partitions shall be constructed of metal fabric attached to structural steel framing members. Fabric shall be 10 gauge steel wires woven into 1-1/2 inch diamond mesh with wire secured through weaving channels. Framing members shall be channels 1-1/2 by 1/8 inch minimum size. Channel frames shall be mortised and tenoned at intersections. Steel frames, posts, and intermediate members shall be of the sizes and shapes indicated. Cast-iron floor shoes and caps shall have setscrew adjustment. Doors and grilles shall be provided as indicated, complete with hardware and accessories including sliding mechanisms, locks, guard plates, sill shelves and brackets, and fixed pin butts. Doors and grilles shall have cover plates as indicated. Dutch doors shall have a lock for each leaf. A continuous rubber bumper shall be provided at bottom of grille frame. Locks shall be bronze, cylinder, mortise type. Keying shall be coordinated with Section 08 71 00 DOOR HARDWARE.

2.22 WHEEL GUARDS Provide wheel guards of hollow, heavy-duty type cast iron conforming to ASTM A 48/A 48M, with shaped top, at least 18 inches high, and designed to provide a minimum of 6 inches of protection.

2.23 DOOR GUARDS Door guards shall be constructed of woven steel wire or expanded metal framed with structural steel shapes. Expanded metal guards shall be of 1-1/2 inch No. 10 mesh, welded to 1 by 1 by 1/8 inch angle frame. Woven-wire panel shall be of 10 gauge, 1-1/2 inch mesh secured through weaving to 1 inch channel frame or around a 3/8 inch round bar frame. Corners of frames shall be mitered and welded. Guards shall be sized as indicated.

2.24 WINDOW GUARDS, BAR GRILLE TYPE Bar grill window guards shall be of 3/4 inch round bars, spaced not over 4 inches on centers vertically, and 2 by 1/2 inch horizontal bars spaced not over 12 inches on centers. Vertical bars shall be extended through and securely welded to the cross bars. Horizontal bars shall be extended, bent, and drilled as shown for anchorage at jambs of window openings.


2.25 WINDOW GUARDS, DIAMOND MESH TYPE Diamond mesh window guards shall be constructed of woven steel wire or expanded metal frames with hot-rolled or cold-formed steel shapes. Expanded metal conforming to ASTM F 1267 shall be of 1-1/2 inch, No. 10 mesh, welded to 1 by 1 by 1/8 inch angle frame. Woven-wire panels shall be of 10 gauge, 1-1/2 inch mesh secured through weaving bar to 3/8 inch round or 1 inch channel frame. Corners of frames shall be mitered and welded or mortised and tenoned. One tamperproof hasp and padlock, with access from the interior, shall be provided for each butt used.

2.26 CHIMNEYS, VENTS, AND SMOKESTACKS Design and construct chimneys and vents in accordance with NFPA 211. Form chimney connectors of not lighter than 20 gauge galvanized steel. Design and construct stacks to withstand a wind velocity of 90 mile/h in accordance with ASCE 7. Construct unlined stacks of black-steel plates not less than 3/16 inch thick conforming to ASTM A 36/A 36M. Weld seams and joints, except provide an angle flange for connection to the boiler, other equipment, and stack support.

2.27 ROOF SCUTTLES Roof scuttles shall be of galvanized steel not less than 14 gauge, with 3 inch beaded flange welded and ground at corners. Scuttle shall be sized to provide minimum clear opening of 37 by 30 inches or as shown. Cover and curb shall be insulated with 1 inch thick rigid insulation covered and protected by galvanized steel liner not less than 26 gauge. The curb shall be equipped with an integral metal cap flashing of the same gauge and metal as the curb, full welded and ground at corners for weathertightness. Scuttle shall be completely assembled with heavy hinges, compression spring operators enclosed in telescopic tubes, positive snap latch with turn handles on inside and neoprene draft seal. Fasteners shall be provided for padlocking on the inside. The cover shall be equipped with an automatic hold-open arm complete with handle to permit one hand release.

2.28 CLEANOUT DOORS Provide cleanout doors with frames, and unless otherwise indicated, sized to match flues. Provide a continuous flange and anchors for securing frames into masonry. The doors shall be smokeproof, hinged, and have fastening devices to hold the door closed.

2.29 COAL-HOPPER DOORS Construct coal-hopper doors of galvanized steel plates and shapes and complete with frame, stops, wall box, hinges, and hasp or lock-type latch. Weld joints and attachments.

2.30 DOWNSPOUT BOOTS Provide cast iron downspout boots with receiving bells sized to fit downspouts.

2.31 FOUNDATION VENTS


Provide foundation vents of the same size as the masonry units or sized as indicated, and made of extruded aluminum with integral water stop and sliding interior closer or damper operable from the outside. Provide an insect screen at the back of the vent. Provide louvered openings with top and bottom drip lips, and the net ventilating area with closer or damper open at least 35 percent of the gross wall opening. The frames shall have a structural strength adequate to permit use in masonry walls without a lintel.

2.32 GUY CABLES Guy cables shall be prestretched, galvanized wire rope of the sizes indicated. Wire rope shall conform to ASTM A 475, high strength grade with Class A coating. Guys shall have a factory attached clevis top-end fitting; a factory attached open-bridge strand socket bottom-end fitting; and be complete with oval eye, threaded anchor rods. Fittings and accessories shall be hot-dip galvanized.

2.33 LADDERS Ladders shall be galvanized steel or aluminum, fixed rail type in accordance with ANSI A14.3.

2.34 SAFETY NOSING Safety nosings shall be of cast iron or cast aluminum with cross-hatched or plain abrasive surface. Nosing shall be 3 inches wide and terminating at not more than 6 inches from the ends of treads, except nosing for metal pan cement-filled treads shall extend the full length of the tread. Safety nosings shall be provided with anchors not less than 3/4 inch long. Integrally cast mushroom anchors are not acceptable.

2.35 SHELVING Shelving shall conform to ANSI MH28.1 and capable of resisting a uniform load as indicated. Minimum dimensions and number of shelves shall be as indicated.

2.36 STEEL STAIRS Steel stairs shall be complete with structural or formed channel stringers, steel plate treads and risers or metal pan cement-filled treads, or grating treads, or slip-resistant metallic treads as shown; landings, columns, handrails, and necessary bolts and other fastenings as indicated. Structural steel shall conform to ASTM A 36/A 36M. Stairs and accessories shall be galvanized if indicated. Risers on stairs with metal pan treads shall be deformed to form a sanitary cove to retain the tread concrete. Integral nosings shall have braces extended into the concrete fill. Gratings for treads and landings shall conform to NAAMM MBG 531. Grating treads shall have slip-resistant nosings.

2.37 WINDOW SUB-SILL Provide window sub-sill of extruded aluminum alloy with size and design indicated. Provide not less than two anchors per window section for securing into mortar joints of masonry sill course. Provide sills for banks of windows with standard mill finish with a protective coating, prior to


shipment, of two coats of a clear, colorless, methacrylate lacquer applied to all surfaces of the sills.

2.38 WINDOW WELLS Window wells shall be not lighter than 16 gauge,corrugated sheet steel, hot-dip galvanized after fabrication with top edge of walls having a 3/4 inchbead or rolled top. Window wells shall be semicircular or semi-elliptical in form and shall overlap the window by at least 3 inches on each side. Removable cover, hot-dip galvanized after fabrication, consisting of steel bar grate with bars spaced at not more than 2 inch centers and welded to 1 by 1/4 inch frame shall be designed to fit into and rest on top edge of window well.

2.39 MIRROR FRAMES Frames for plate glass mirrors larger than 18 by 30 inches shall be fabricated from extruded aluminum with anodized finish or corrosion-resisting steel with satin finish. Frames shall be provided with concealed fittings and tamperproof mountings.

PART 3 EXECUTION 3.1 GENERAL INSTALLATION REQUIREMENTS Install items at locations indicated, according to manufacturer's instructions. Verify all measurements and take all field measurements necessary before fabrication. Exposed fastenings shall be compatible materials, shall generally match in color and finish, and harmonize with the material to which fastenings are applied. Include materials and parts necessary to complete each item, even though such work is not definitely shown or specified. Poor matching of holes for fasteners shall be cause for rejection. Conceal fastenings where practicable. Thickness of metal and details of assembly and supports shall provide strength and stiffness. Form joints exposed to the weather shall be formed to exclude water. Items listed below require additional procedures.

3.2 WORKMANSHIP Provide miscellaneous metalwork that is well formed to shape and size, with sharp lines and angles and true curves. Drilling and punching shall produce clean true lines and surfaces. Provide continuous welding along the entire area of contact except where tack welding is permitted. Do not tack weld exposed connections of work in place and ground smooth. Provide a smooth finish on exposed surfaces of work in place and unless otherwise approved, flush exposed riveting. Mill joints where tight fits are required. Corner joints shall be coped or mitered, well formed, and in true alignment. Accurately se work to established lines and elevations and securely fastened in place. Install in accordance with manufacturer's installation instructions and approved drawings, cuts, and details.

3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS Provide anchorage where necessary for fastening miscellaneous metal items securely in place. Include for anchorage not otherwise specified or indicated slotted inserts, expansion shields, and powder-driven fasteners, when approved for concrete; toggle bolts and through bolts for masonry;


machine and carriage bolts for steel; through bolts, lag bolts, and screws for wood. Do not use wood plugs in any material. Provide non-ferrous attachments for non-ferrous metal. Make exposed fastenings of compatible materials, generally matching in color and finish, to which fastenings are applied. Conceal fastenings where practicable.

3.4 BUILT-IN WORK Form for anchorage metal work built-in with concrete or masonry, or provide with suitable anchoring devices as indicated or as required. Furnish metal work in ample time for securing in place as the work progresses.

3.5 WELDING Perform welding, welding inspection, and corrective welding, in accordance with AWS D1.1/D1.1M. Use continuous welds on all exposed connections. Grind visible welds smooth in the finished installation.

3.6 FINISHES 3.6.1 Dissimilar Materials Where dissimilar metals are in contact, protect surfaces with a coat conforming to MPI 79 to prevent galvanic or corrosive action. Where aluminum is in contact with concrete, plaster, mortar, masonry, wood, or absorptive materials subject to wetting, protect with ASTM D 1187, asphalt-base emulsion.

3.6.2 Field Preparation Remove rust preventive coating just prior to field erection, using a remover approved by the rust preventive manufacturer. Surfaces, when assembled, shall be free of rust, grease, dirt and other foreign matter.

3.6.3 Environmental Conditions Do not clean or paint surface when damp or exposed to foggy or rainy weather, when metallic surface temperature is less than 5 degrees F above the dew point of the surrounding air, or when surface temperature is below 45 degrees F or over 95 degrees F, unless approved by the Contracting Officer.

3.7 ACCESS PANELS Install a removable access panel not less than 12 by 12 inches directly below each valve, flow indicator, damper, or air splitter that is located above the ceiling, other than an acoustical ceiling, and that would otherwise not be accessible.

3.8 CONTROL-JOINT COVERS Provide covers over control-joints and fasten on one side only with fasteners spaced to give positive contact with wall surfaces on both sides of joint throughout the entire length of cover.

3.9 COVER PLATES AND FRAMES


Install the tops of cover plates and frames flush with floor. 3.10 WHEEL GUARDS Anchor guards to concrete or masonry in accordance with manufacturer's instructions. Fill hollow cores solid with concrete with minimum compressive strength of 2,500 psi.

3.11 ROOF HATCH (SCUTTLES) Provide zinc-coated steel sheets not less than 14 gage, with 3 inch beaded flange, welded and ground at corner. Provide a minimum clear opening of 30 by 36 inches. Construction and accessories as follows:

a. Insulate cover and curb with 1-inch thick rigid fiberboard

insulation covered and protected by zinc-coated steel liner not less than 26 gage with 12 inches high curb, formed with 3-inch mounting flange with holes provided for securing to the roof deck. Equip the curb with an integral metal cap flashing of the same gage and metal as the curb, full welded and ground at corners for weather tightness.

b. Provide hatch completely assembled with pintle hinges, compression

spring operators enclosed in telescopic tubes, positive snap latch with turn handles on inside and outside, and neoprene draft seal. Provide fasteners for padlocking on the inside. Equip the cover with an automatic hold-open arm complete with grip handle to permit one-hand release. Cover action shall be smooth through its entire range with an operating pressure of approximately 30 pounds.

3.12 INSTALLATION OF CHIMNEYS, VENTS, AND SMOKESTACKS Install chimneys and vents in accordance with NFPA 211. Provide a cleanout opening with a tight-fitting, hinged, cast-iron door and frame at the base of each smokestack. Provide a top band on stacks for attachment of painter's rigging. Provide roof housing, rain cap, downdraft diverter, fire damper, and other accessories required for a complete installation. Join sections of prefabricated lined stacks with acid-resisting high-temperature cement and steel draw bands. Provide means to prevent accumulation of water in the smokestack.

3.13 DOOR GUARD FRAME Mount door guard frame over the glazed opening using 1/4 inch lag bolts on the interior of wood doors or tamperproof through bolts on the interior of metal doors.

3.14 INSTALLATION OF GUARD POSTS (BOLLARDS/PIPE GUARDS) Set pipe guards vertically in concrete piers. Construct piers of, and the hollow cores of the pipe filled with, concrete having a compressive strength of 3,000 psi.

3.15 INSTALLATION OF DOWNSPOUT BOOTS Secure downspouts to building through integral lips with appropriate fasteners.


3.16 ATTACHMENT OF HANDRAILS Toeboards and brackets shall be installed where indicated. Splices, where required, shall be made at expansion joints. Removable sections shall be installed as indicated.

3.16.1 Installation of Steel Handrails Installation shall be as shown on drawings.

3.16.2 Installation of Aluminum Handrails Installation shall be as shown on drawings. Bolts used to anchor aluminum alloy flanges shall be stainless steel of a size appropriate to the standard product of the manufacturer. Where aluminum or alloy fittings or extrusions are to be in contact with dissimilar metals or portland cement concrete, the contact surface shall be given a heavy coating of bituminous paint or asphalt varnish.

3.17 ERECTION OF GUY CABLES Guy cables shall be erected as indicated. Anchor rods shall be cast in concrete located and reinforced as shown.

3.18 INSTALLATION OF METAL GRID WALKWAYS Walkways shall be installed after final flood coat and aggregate surfacing. Each stand shall be set on a protective pad; the pad may be adhesively attached to the bottom of the stand or set loose under the stand. The area where the supports are to be located shall be swept clear of loose aggregate. Protective pad shall be placed on the roof membrane except on inverted roofs where the protective pad shall be set on the rigid insulation.

3.19 PARTITION POSTS AND OPENINGS Posts shall be set in shoes bolted to the floor and in caps tap-screwed to clip angles in overhead construction, as indicated. Openings shall be formed using channels similar to the partition frames at ducts, pipes, and other obstructions.

3.20 RECESSED FLOOR FRAMES & MATS Verify field measurements prior to releasing materials for fabrication by the manufacturer. Use a mat frame to ensure recess accuracy in size, shape and depth. Form drain pit by blocking out concrete when frames are installed, dampproof after concrete has set. Assemble frames onsite and install so that upper edge will be level with finished floor surface. Screeded the concrete base inside the mat recess frame area using the edge provided by the frame as a guide and anchor into the cement with anchor pins a minimum of 24 inches on centers.

3.21 MOUNTING OF SAFETY CHAINS Mount safety chains 3 feet 6 inches and 2 feet above the floor.


3.22 STRUCTURAL STEEL DOOR FRAMES Secure door frames to the floor slab by means of angle clips and expansion bolts. Weld continuous door stops to the frame or tap screwed with countersunk screws at no more than 18 inch centers, assuring in either case full contact with the frame. Make any necessary reinforcements and drill and tap the frames as required for hardware.

3.23 INSTALLATION OF WHEEL GUARDS Fill wheel guards with concrete and anchor to the floor or the building according to the manufacturer's recommendations.

3.24 BAR-GRILLE WINDOW GUARDS Securely anchor bar-grille window guards to masonry with 1/2 inch diameter prison-type screws or bolts and expansion shields, or other type of fastenings if the ends of such fastenings are welded to the adjoining metal grilles or otherwise made tamperproof in a satisfactory manner. Spanner-head screws or bolts are not considered prison-type fasteners.

3.25 DIAMOND MESH WINDOW AND DOOR GUARDS Mount diamond mesh window guards on interior window frame with not less than two tamperproof hinged butts mounted on wood jambs and exterior of window frame with not less than two tamperproof hinged butts mounted on 1 by 12 by 1/8 inch jamb channel attached as indicated to 2 by 1/4 inch plate anchored to wood jamb with 1/4 inch lag bolt, to masonry jamb with toggle bolts, or to concrete jambs and solid masonry jambs with expansion shields and bolts. Provide one additional butt for each 3 foot internal length of guard over 5 feet. Install hasp and padlock on the jamb opposite to that hinged.

3.26 INSTALLATION OF WINDOW WELLS Place window wells as shown with the walls securely anchored to foundation surface. Excavate the area within the well to the bottom of the well and covered with a 4 inch thick layer of coarse gravel or crushed rock.



SECTION 05 51 00

METAL STAIRS



AASHTO M 314 (1990; R 2004) Standard Specification for

Steel Anchor Bolts

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AISC 350 (2005) Load and Resistance Factor Design

(LRFD)Specification for Structural Steel Buildings


Structural Steel

AMERICAN IRON AND STEEL INSTITUTE (AISI) AISC/AISI 121 (2004) Standard Definitions for Use in the

Design of Steel Structures

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) ANSI B18.22.1 (1965; R 2003) Plain Washers





Square and Hex Bolts and Screws (Inch Series) ASME B18.6.1 (1981; R 1997) Wood Screws (Inch Series)



ASTM A 1008/A 1008M (2008a) Standard Specification for Steel,

Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardened


ASTM A 1011/A 1011M (2008) Standard Specification for Steel,

Sheet, and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability





Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 27/A 27M (2005) Standard Specification for Steel

Castings, Carbon, for General Application ASTM A 283/A 283M (2003; R 2007) Standard Specification for Low


ASTM A 29/A 29M (2005) Standard Specification for Steel Bars,

Carbon and Alloy, Hot-Wrought General Requirements for

ASTM A 307 (2007b) Standard Specification for Carbon

Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A 325 (2007a) Standard Specification for Structural


ASTM A 449 (2007b) Specification for Hex Cap Screws,

Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

ASTM A 47/A 47M (1999; R 2004) Standard Specification for


ASTM A 48/A 48M (2003) Standard Specification for Gray Iron

Castings ASTM A 500/A 500M (2007) Standard Specification for Cold-Formed


ASTM A 512 (2006) Standard Specification for Cold-Drawn

Buttweld Carbon Steel Mechanical Tubing ASTM A 526/A 526M (1990) Standard Specification for Steel

Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process, Commercial Quality




ASTM A 568/A 568M (2007a) Standard Specifications for Steel,

Sheet, Carbon, and High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, General Requirements for

ASTM A 575 (1996; R 2007) Standard Specification for

Steel Bars, Carbon, Merchant Quality, M-Grades

ASTM A 6/A 6M (2007) Standard Specification for General

Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling



ASTM A 924/A 924M (2008a) Standard Specification for General

Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process

ASTM B 209 (2007) Standard Specification for Aluminum

and Aluminum-Alloy Sheet and Plate ASTM C 514 (2004) Standard Specification for Nails for

the Application of Gypsum Board ASTM C 636/C 636M (2008) Standard Practice for Installation of

Metal Ceiling Suspension Systems for Acoustical Tile and Lay-In Panels

ASTM E 488 (1996; R 2003) Standard Test Methods for

Strength of Anchors in Concrete and Masonry Elements


NAAMM MBG 531 (2000) Metal Bar Grating Manual


NFPA 101 (2008) Life Safety Code, 2006 Edition



SD-02 Shop Drawings

Submit fabrication drawings for the following items in accordance with the paragraph entitled, "General Requirements," of this section.

Iron and Steel Hardware Steel Shapes, Plates, Bars and Strips Metal Stairs

SD-03 Product Data

Submit manufacturer's catalog data including two copies of manufacturers specifications, load tables, dimension diagrams, and anchor details for the following items:

Structural Steel Plates, Shapes, and Bars Structural Steel Tubing Hot-Rolled Carbon Steel Sheets and Strips Cold Finished Steel Bars Hot-Rolled Carbon Steel Bars Cold-Rolled Carbon Steel Sheets Galvanized Carbon Steel Sheets Cold-Drawn Steel Tubing Gray Iron Castings Malleable Iron Castings Concrete Inserts Masonry Anchorage Devices Protective Coating Steel Pan Stairs Steel Stairs Steel Stairs, Circular

SD-07 Certificates

Submit certificates for Welder Qualification in accordance with the paragraph entitled, "Qualifications for Welding Work," of this section.

SD-08 Manufacturer's Instructions

Submit manufacturer's installation instructions for the following products to be used in the fabrication of steel stair work.

Structural Steel Plates, Shapes, and Bars Structural Steel Tubing Hot-Rolled Carbon Steel Sheets and Strips Cold Finished Steel Bars Hot-Rolled Carbon Steel Bars Cold-Rolled Carbon Steel Sheets Galvanized Carbon Steel Sheets Cold-Drawn Steel Tubing Gray Iron Castings Malleable Iron Castings Protective Coating Masonry Anchorage Devices


1.3 QUALIFICATIONS FOR WELDING WORK Section 05 05 23 WELDING, STRUCTURAL applies to work specified in this section.

Certify Welder Qualification by tests in accordance with AWS D1.1/D1.1M, or under an equivalent approved qualification test. In addition, perform tests on test pieces in positions and with clearances equivalent to those actually encountered. If a test weld fails to meet requirements, make an immediate retest of two test welds and each test weld must pass. Failure in the immediate retest will require that the welder be retested after further practice or training and a complete set of test welds made.

PART 2 PRODUCTS 2.1 GENERAL REQUIREMENTS Provide complete and detailed fabrication drawings for all Iron and Steel Hardware, and for all Steel Shapes, Plates, Bars and Strips used in accordance with the design specifications referenced in this seciton.

Preassemble items in the shop to the greatest extent possible. Units shall be disassembled only to the extent necessary for shipping and handling. Clearly mark units for reassembly and coordinated installation.

For the fabrication of work exposed to view, use only materials that are smooth and free of surface blemishes, including pitting, seam marks, roller marks, rolled trade names, and roughness. Remove blemishes by grinding, or by welding and grinding, prior to cleaning, treating, and application of surface finishes, including zinc coatings.

2.2 STRUCTURAL STEEL PLATES, SHAPES AND BARS Conform to ASTM A 36/A 36M, unless otherwise noted for structural-size shapes and plates, except plates to be bent or cold-formed.

Conform to ASTM A 283/A 283M, Grade C for steel plates to be bent or cold-formed.

Conform to ASTM A 36/A 36M, unless otherwise noted for steel bars and bar-size shapes.

2.3 STRUCTURAL STEEL TUBING Conform to ASTM A 500/A 500M, Grade B, unless otherwise noted for structural steel tubing, hot-formed, welded or seamless.

2.4 HOT-ROLLED CARBON STEEL BARS Bars and bar-size shapes must conform to ASTM A 575, grade as selected by the fabricator.

2.5 COLD-FINISHED STEEL BARS Bars must conform to ASTM A 108, grade as selected by the fabricator.


2.6 HOT-ROLLED CARBON STEEL SHEETS AND STRIPS Sheets and strips must conform to ASTM A 568/A 568M and ASTM A 1011/A 1011M, pickled and oiled.

2.7 COLD-ROLLED CARBON STEEL SHEETS Sheets must conform to ASTM A 1008/A 1008M.

2.8 GALVANIZED CARBON STEEL SHEETS Sheets must conform to ASTM A 526/A 526M, with galvanizing conforming to ASTM A 653/A 653M and ASTM A 924/A 924M.

2.9 COLD-DRAWN STEEL TUBING Tubing must conform to ASTM A 512, sunk drawn, butt-welded, cold-finished, and stress-relieved.

2.10 GRAY IRON CASTINGS Castings must conform to ASTM A 48/A 48M, Class 30.

2.11 MALLEABLE IRON CASTINGS Castings must conform to ASTM A 47/A 47M, grade as selected.

2.12 STEEL PIPE Pipe must conform to ASTM A 53/A 53M, type as selected, Grade B; primed finish, unless galvanizing is required; standard weight (Schedule 40).

2.13 CONCRETE INSERTS Provide wedge-type concrete inserts consisting of galvanized box-type ferrous castings designed to accept 3/4-inch diameter bolts having special wedge-shaped heads; either malleable iron conforming to ASTM A 47/A 47M or cast steel conforming to ASTM A 27/A 27M and hot-dip galvanized in accordance with ASTM A 153/A 153M.

2.14 MASONRY ANCHORAGE DEVICES Provide masonry anchorage devices consisting of expansion shields complying with AASHTO M 314, ASTM E 488 and ASTM C 514 as follows:

Provide lead expansion shields for machine screws and bolts 1/4 inch and smaller; head-out embedded nut type, single unit class, Group I, Type 1, Class 1.

Provide lead expansion shields for machine screws and bolts larger than 1/4 inch in size; head-out embedded nut type, multiple unit class, Group I, Type 1, Class 2.

Toggle bolts must be tumble-wing type, conforming to ASTM A 325, ASTM A 449 and ASTM C 636/C 636M, type, class, and style as required.


2.15 FASTENERS Zinc-coated fasteners must be galvanized in accordance with ASTM A 153/A 153M and used for exterior applications or where built into exterior walls or floor systems. Select fasteners for the type, grade, and class required for the installation of steel stair items.

Standard bolts and nuts must be regular hexagon-head conforming to ASTM A 307, Grade A.

Lag bolts must be square-head conforming to ASME B18.2.1.

Machine screws cadmium-plated steel conforming to ASME B18.6.3.

Wood screws must be flat-head carbon steel conforming to ASME B18.6.1.

Plain washers must be round, general-assembly-grade, carbon steel conforming to ANSI B18.22.1.

Lockwashers must be helical spring, carbon steel conforming to.

2.16 GENERAL FABRICATION Metal Stairs shop drawings must detail plans and elevations at not less than 1 inch to 1 foot and provide details of sections and connections at not less than 3 inches to 1 foot. Also detail setting drawings, diagrams, templates for installation of anchorages, including concrete inserts, anchor bolts, and miscellaneous metal items having integral anchors.

Use materials of size and thicknesses indicated or, if not indicated, of required size and thickness to produce adequate strength and durability in finished product for intended use. Work materials to dimensions indicated on approved detail drawings, using proven details of fabrication and support. Use type of materials indicated or specified for the various components of work.

Form exposed work true to line and level with accurate angles and surfaces and straight sharp edges. Exposed edges must be eased to a radius of approximately 1/32 inch. Metal corners must be bent to smallest radius possible without causing grain separation or otherwise impairing the work.

Continuously weld corners and seams in accordance with the recommendations of AWS D1.1/D1.1M. Grid smooth exposed welds and flush to match and blend with adjoining surfaces.

Form exposed connections with hairline joints that are flush and smooth, using concealed fasteners wherever possible. Use exposed fasteners of the type indicated or, if not indicated, use Phillips flathead (countersunk) screws or bolts.

Provide and coordinate anchorage of the type indicated with the supporting structure. Anchoring devices must be fabricated and spaced as indicated and as required to provide adequate support for the intended use of the work.


Use hot-rolled steel bars for work fabricated from bar stock unless work is indicated or specified to be fabricated from cold-finished or cold-rolled stock.

2.17 PROTECTIVE COATING Steelwork must be shop primed as indicated in accordance with AISC/AISI 121 except surfaces of steel to be encased in concrete, surfaces to be welded, contact surfaces to be high-strength bolt connected, and surfaces of crane rails.

Exterior steelwork must be hot dipped galvanized as indicated in accordance with ASTM A 123/A 123M. Touch up abraded surfaces and cut ends of galvanized members with zinc-dust, zinc-oxide primer, or an approved galvanizing repair compound.

2.18 STEEL PAN STAIRS 2.18.1 General Use welding for joining pieces together. Fabricate units so that bolts and other fastenings do not appear on finish surfaces. Make joints true and tight, and connections between parts lightproof tight. Grid smooth continuous welds where exposed.

Construct metal stair units to sizes and arrangements indicated to support a minimum live load of 100 pounds per square foot. Provide framing, hangers, columns, struts, clips, brackets, bearing plates, and other components as required for the support of stairs and platforms.

2.18.2 Stair Framing Fabricate stringers of structural steel channels, or plates, or a combination thereof as indicated. Provide closures for exposed ends of strings.

Construct platforms of structural steel channel headers and miscellaneous framing members as indicated. Bolt headers to stringers and newels and framing members to stringers and headers.

2.18.3 Riser, Subtread, And Subplatform Metal Pans Form metal pans of 0.1084-inch (12-gage) thick structural steel sheets, conforming to ASTM A 1011/A 1011M, Grade 36. Shape pans to configuration indicated.

Form exterior metal pans of 0.1084-inch (12-gage) thick galvanized structural steel sheets, conforming to ASTM A 653/A 653M, Grade A, with zinc coating conforming to ASTM A 653/A 653M and ASTM A 924/A 924M. Shape of pans to configuration indicated.

Construct riser and subtread metal pans with steel angle supporting brackets, of size indicated, welded to stringers. Secure metal pans to brackets with rivets or welds.

Secure subplatform metal pans to platform frames with welds.


2.18.4 Metal Safety Nosings Cast metal abrasive, nonskid type, must be 4 inches wide by full-length of step between strings. Fabricate to thickness, profile, and surface pattern as indicated. Equip each nosing with integral anchors for embedding in pan fill material, and spaced not more than 4 inches from each end and not more than 15 inches on center.

2.18.5 Steel Floor Plate Treads And Platforms Raised pattern must be steel floor plate fabricated from steel complying with ASTM A 36/A 36M. Provide pattern as indicated or, if not indicated, as selected from manufacturer's standard patterns.

Form treads of 1/4-inch thick steel floor plate with integral nosing and back edge stiffener. Weld steel supporting brackets to strings and treads to brackets.

2.18.6 Floor Grating Treads And Platforms Floor grating treads and platforms must comply with ASTM A 6/A 6M, ASTM A 29/A 29M and NAAMM MBG 531, "Metal Bar Grating Manual." Provide pattern, spacing, and bar sizes as indicated:

Galvanized finish must conform to ASTM A 123/A 123M.

Provide manufacturer's baked-on primer for painted finishes.

Fabricate grating treads with steel plate nosing on one edge and with steel angle or steel plate carrier at each end for string connections. Secure treads to strings with bolts.

Fabricate grating platforms with nosing that matches on grating treads at landings. Provide toe-plates at open-sided edges of floor grating to platform framing members.

2.18.7 Safety Nosings For Concrete Treads Provide safety nosings of cast aluminum with plain abrasive-surfaces, or extruded aluminum with abrasive inserts. Nosing to be at least 4 inches wide and 1/4 inch thick for metal-pan cement-filled treads extending the full length of the tread for stairs and for platforms and landings. Provide safety nosings with anchors embedded a minimum of 3/4 inch in the concrete and with tops flush with the top of the traffic surface.

2.18.8 Safety Treads Aluminum ASTM B 209.

2.18.9 Steel Stairs Provide steel stairs complete with stringers, metal-pan concrete-filled treads, landings, columns, handrails, and necessary bolts and other fastenings. Exterior steel stairs to be hot-dip galvanized. Interior steel stairs to be shop painted.


2.18.9.1 Design Loads Design stairs to sustain a live load of not less than 100 pounds per square foot, or a concentrated load of 300 lbf on a 4 inch square section applied where it is most critical. Conform to AISC 350 with the design and fabrication of steel stairs, other than a commercial product. Design fire stairs to conform to NFPA 101.

2.18.9.2 Materials Provide steel stairs of welded construction except that bolts may be used where welding is not practicable. Screw or screw-type connections are not permitted.

a. Structural Steel: ASTM A 36/A 36M.

b. Gratings for Treads and Landings: Provide gratings with nonslip

nosings.

c. Support metal pan for concrete fill on angle cleats welded to stringers or treads with integral cleats, welded or bolted to the stringer. Close exposed ends. Exterior stairs must have all exposed joints formed to exclude water.

d. Before fabrication, obtain necessary field measurements and verify

drawing dimensions.

e. Clean metal surfaces free from mill scale, flake rust and rust pitting prior to shop finishing. Weld permanent connections. Finish welds flush and smooth on surfaces that will be exposed after installation.

2.18.10 Steel Stairs, Circular Provide standard open riser design in steel, minimum of 6 feet in outside diameter with 12 treads to the circle. Construct center pole from 3-1/2 inch minimum outside diameter circular cold drawn seamless tube, in one continuous length, with cap at top and base plate having countersunk machine screws and expansion shields for fastening to concrete floor slab. Construct treads and platforms from steel grating conforming to NAAMM MBG 531. Provide nonslip nosings for gratings. .

2.18.11 Soffit Clips Provide clips with holes for attaching metal furring for plastered soffits. Space clips not more than 12 inches on center and be welded to stair treads and platforms as required.

2.18.12 Steel Framing For Concrete Stairs Customize fabricated units to the dimensions and details indicated, and modified as required to fit actual dimensions of the supporting structure. Use welded construction for fabrication of steel components. Provide 14-gage steel risers Unless otherwise indicated. Arrange components to receive finish materials as indicated.


PART 3 EXECUTION 3.1 STEEL STAIRS Provide anchor bolts, grating fasteners, washers, and all parts or devices necessary for proper installation. Provide lock washers under nuts.

3.2 INSTALLATION OF SAFETY NOSINGS Completely embed nosing in concrete before the initial set of the concrete occurs and finish flush with the top of the concrete surface.

3.3 FIELD WELDING Procedures of manual shielded metal arc welding, appearance and quality of welds made, and methods used in correcting welding work must comply with AWS D1.1/D1.1M.

3.4 TOUCHUP PAINTING Immediately after installation, field welds, bolted connections, and abraded areas of the shop paint must be cleaned, and exposed areas painted with the paint used for shop painting. Apply paint by brush or spray to provide a minimum dry-film thickness of 2 mils.



SECTION 05 51 33

METAL LADDERS PART 1 GENERAL 1.1 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.


AA 46 (1978) Standards for Anodized Architectural

Aluminum AA DAF-45 (2003) Designation System for Aluminum

Finishes

AMERICAN WELDING SOCIETY (AWS) AWS D1.1/D1.1M (2008) Structural Welding Code - Steel





Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 36/A 36M (2008) Standard Specification for Carbon

Structural Steel ASTM A 47/A 47M (1999; R 2004) Standard Specification for








ASTM A 780 (2001; R 2006) Standard Practice for Repair



ASTM A 924/A 924M (2008a) Standard Specification for General Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process

ASTM B 108 (2006) Standard Specification for Aluminum-

Alloy Permanent Mold Castings ASTM B 209 (2007) Standard Specification for Aluminum




Alloy Sand Castings ASTM D 1187 (1997; R 2002e1) Asphalt-Base Emulsions for

Use as Protective Coatings for Metal

MASTER PAINTERS INSTITUTE (MPI) MPI 79 (Jan 2004) Alkyd Anti-Corrosive Metal Primer


SSPC SP 3 (2004; E 2004) Power Tool Cleaning


U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR 1910.27 Fixed Ladders

1.2 SUBMITTALS Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Ladders, installation drawings

Ship's ladder (with or without guards), installation drawings

SD-03 Product Data

Ladders

Ship's ladder (with or without guards)

1.3 QUALIFICATION OF WELDERS


Qualify welders in accordance with AWS D1.1/D1.1M. Use procedures, materials, and equipment of the type required for the work.

1.4 DELIVERY, STORAGE, AND PROTECTION Protect from corrosion, deformation, and other types of damage. Store items in an enclosed area free from contact with soil and weather. Remove and replace damaged items with new items.

PART 2 PRODUCTS 2.1 MATERIALS 2.1.1 Structural Carbon Steel ASTM A 36/A 36M.

2.1.2 Structural Tubing ASTM A 500/A 500M.

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

2.1.4 Fittings for Steel Pipe Standard malleable iron fittings ASTM A 47/A 47M.

2.1.5 Aluminum Alloy Products Conform to ASTM B 209 for sheet plate, ASTM B 221 for extrusions and ASTM B 26/B 26M or ASTM B 108 for castings, as applicable. Provide aluminum extrusions at least 1/8-inch thick and aluminum plate or sheet at least 0.050 inch thick.

2.2 FABRICATION FINISHES 2.2.1 Galvanizing Hot-dip galvanize items specified to be zinc-coated, after fabrication where practicable. Galvanizing: ASTM A 123/A 123M, ASTM A 153/A 153M, ASTM A 653/A 653M or ASTM A 924/A 924M, G90, as applicable.

2.2.2 Galvanize Anchor bolts, washers, and parts or devices necessary for proper installation, unless indicated otherwise.

2.2.3 Repair of Zinc-Coated Surfaces Repair damaged surfaces with galvanizing repair method and paint conforming to ASTM A 780 or by application of stick or thick paste material specifically designed for repair of galvanizing, as approved by Contracting Officer. Clean areas to be repaired and remove slag from welds. Heat surfaces to which stick or paste material is applied, with a torch to a temperature sufficient to melt the metallics in stick or paste; spread


molten material uniformly over surfaces to be coated and wipe off excess material.

2.2.4 Shop Cleaning and Painting 2.2.4.1 Surface Preparation Blast clean surfaces in accordance with SSPC SP 6. Surfaces that will be exposed in spaces above ceiling or in attic spaces, crawl spaces, furred spaces, and chases may be cleaned in accordance with SSPC SP 3 in lieu of being blast cleaned. Wash cleaned surfaces which become contaminated with rust, dirt, oil, grease, or other contaminants with solvents until thoroughly clean.

2.2.4.2 Pretreatment, Priming and Painting Apply pretreatment, primer, and paint in accordance with manufacturer's printed instructions.

2.2.5 Nonferrous Metal Surfaces Protect by plating, anodic, or organic coatings.

2.2.6 Aluminum Surfaces 2.2.6.1 Surface Condition Before finishes are applied, remove roll marks, scratches, rolled-in scratches, kinks, stains, pits, orange peel, die marks, structural streaks, and other defects which will affect uniform appearance of finished surfaces.

2.2.6.2 Aluminum Finishes Unexposed plate and extrusions may have mill finish as fabricated. Sandblast castings' finish, medium, AA DAF-45, or AA 46. Unless otherwise specified, provide all other aluminum items with standard mill finish. Provide a coating thickness not less than that specified for protective and decorative type finishes for items used in interior locations or architectural Class I type finish for items used in exterior locations in AA DAF-45.

2.3 LADDERS Fabricate vertical ladders conforming to Section 7 of 29 CFR 1910.27. Use 2 1/2 by 3/8 inch steel flats for stringers and 3/4 inch diameter steel rods for rungs. Rungs to be not less than 16 inches wide, spaced one foot apart, plug welded or shouldered and headed into stringers. Install ladders so that the distance from the rungs to the finished wall surface will not be less than 7 inches. Provide heavy clip angles riveted or bolted to the stringer and drilled for not less than two 1/2 inch diameter expansion bolts as indicated. Provide intermediate clip angles not over 48 inches on centers.

2.3.1 Ladder Cages Conform to 29 CFR 1910.27. Fabricate 2 by 1/4 inchhorizontal bands and


1-1/2 by 3/16 inch vertical bars. Provide attachments for fastening bands to the side rails of ladders or directly to the structure. Provide and fasten vertical bars on the inside of the horizontal bands. Extend cages not less than 27 inches or more than 28 inches from the centerline of the rungs, excluding the flare at the bottom of the cage, and not less than 27 inches in width. Clear the inside of the cage of projections.

2.3.2 Ship's Ladder Fabricate stringers and framing of steel plate or shapes. Bolt, rivet or weld connections and anchor to supporting construction. Provide treads with non-slip surface as specified for safety treads. Aluminum ladders may be provided, subject to approval of treads, materials, and shop drawings. Requirements shown or specified for steel apply. Provide anchor items of zinc-coated steel. Design assembly, including tread connections and methods of attachment, to support a live load of 300 pounds per tread. Provide railings as specified for metal handrails.

PART 3 EXECUTION 3.1 GENERAL INSTALLATION REQUIREMENTS Install items at locations indicated, according to manufacturer's instructions. Verify all measurements and take all field measurements necessary before fabrication. Provide Exposed fastenings of compatible materials, generally matching in color and finish, and harmonize with the material to which fastenings are applied. Include materials and parts necessary to complete each item, even though such work is not definitely shown or specified. Poor matching of holes for fasteners will be cause for rejection. Conceal fastenings where practicable. Thickness of metal and details of assembly and supports must provide strength and stiffness. Formed joints exposed to the weather to exclude water. Items listed below require additional procedures.

3.2 WORKMANSHIP Metalwork must be well formed to shape and size, with sharp lines and angles and true curves. Drilling and punching must produce clean true lines and surfaces. Continuously weld along the entire area of contact. Do not tack weld exposed connections of work in place. Grid smooth exposed welds. Provide smooth finish on exposed surfaces of work in place, unless otherwise approved. Where tight fits are required, mill joints. Cope or miter corner joints, well formed, and in true alignment. Install in accordance with manufacturer's installation instructions and approved drawings, cuts, and details.

3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS Provide anchorage where necessary for fastening metal items securely in place. Include for anchorage not otherwise specified or indicated slotted inserts, expansion shields, and powder-driven fasteners, when approved for concrete; toggle bolts and through bolts for masonry; machine and carriage bolts for steel; through bolts, lag bolts, and screws for wood. Do not use wood plugs in any material. Provide non-ferrous attachments for non-ferrous metal. Make exposed fastenings of compatible materials, generally matching in color and finish, to which fastenings are applied. Conceal fastenings where practicable.


3.4 WELDING Perform welding, welding inspection, and corrective welding, in accordance with AWS D1.1/D1.1M. Use continuous welds on all exposed connections. Grind visible welds smooth in the finished installation.

3.5 FINISHES 3.5.1 Dissimilar Materials Where dissimilar metals are in contact, protect surfaces with a coat conforming to MPI 79 to prevent galvanic or corrosive action. Where aluminum is in contact with concrete, plaster, mortar, masonry, wood, or absorptive materials subject to wetting, protect with ASTM D 1187, asphalt-base emulsion.

3.5.2 Field Preparation Remove rust preventive coating just prior to field erection, using a remover approved by the rust preventive manufacturer. Surfaces, when assembled, must be free of rust, grease, dirt and other foreign matter.

3.5.3 Environmental Conditions Do not clean or paint surface when damp or exposed to foggy or rainy weather, when metallic surface temperature is less than 5 degrees F above the dew point of the surrounding air, or when surface temperature is below 45 degrees F or over 95 degrees F, unless approved by the Contracting Officer.

3.6 LADDERS Secure to the adjacent construction with the clip angles attached to the stringer. Install intermediate clip angles not over 48 inches on center. Install brackets as required for securing of ladders welded or bolted to structural steel or built into the masonry or concrete. Ends of ladders must not rest upon finished roof or floor.



SECTION 05 52 00

METAL RAILINGS



AASHTO M 314 (1990; R 2004) Standard Specification for

Steel Anchor Bolts

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) ANSI B18.22.1 (1965; R 2003) Plain Washers





Square and Hex Bolts and Screws (Inch Series) ASME B18.6.1 (1981; R 1997) Wood Screws (Inch Series)








Castings, Carbon, for General Application ASTM A 283/A 283M (2003; R 2007) Standard Specification for Low



ASTM A 307 (2007b) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A 325 (2007a) Standard Specification for Structural



Structural Steel ASTM A 449 (2007b) Specification for Hex Cap Screws,

Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

ASTM A 467/A 467M (2007) Standard Specification for Machine

Coil and Chain ASTM A 47/A 47M (1999; R 2004) Standard Specification for




ASTM A 512 (2006) Standard Specification for Cold-Drawn

Buttweld Carbon Steel Mechanical Tubing ASTM A 53/A 53M (2007) Standard Specification for Pipe,


ASTM A 575 (1996; R 2007) Standard Specification for

Steel Bars, Carbon, Merchant Quality, M-Grades


Alloy Sand Castings ASTM B 429/B 429M (2006) Standard Specification for Aluminum-

Alloy Extruded Structural Pipe and Tube ASTM C 514 (2004) Standard Specification for Nails for



ASTM E 488 (1996; R 2003) Standard Test Methods for

Strength of Anchors in Concrete and Masonry Elements



NAAMM AMP 521 (2001) Pipe Railing Manual

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC) SSPC Paint 25 (1997; E 2004) Paint Specification No. 25Zinc

Oxide, Alkyd, Linseed Oil Primer for Use Over Hand Cleaned Steel Type I and Type II


SD-02 Shop Drawings

Submit fabrication drawings for the following items in accordance with the paragraph entitled, "General Requirements," of this section.

Iron and Steel Hardware Steel Shapes, Plates, Bars and Strips Steel Railings and Handrails Aluminum Railings and Handrails

SD-03 Product Data

Submit manufacturer's catalog data including two copies of manufacturers specifications, load tables, dimension diagrams, and anchor details for the following items:

Structural Steel Plates, Shapes, and Bars Structural Steel Tubing Cold Finished Steel Bars Hot-Rolled Carbon Steel Bars Cold-Drawn Steel Tubing Concrete Inserts Masonry Anchorage Devices Protective Coating Steel Railings and Handrails Aluminum Railings and Handrails

SD-07 Certificates

Submit certificates for Welder Qualification in accordance with the paragraph entitled, "Qualifications for Welding Work," of this section.


Submit manufacturer's installation instructions for the following products to be used in the fabrication of steel stair work.

Structural Steel Plates, Shapes, and Bars Structural Steel Tubing


Cold Finished Steel Bars Hot-Rolled Carbon Steel Bars Cold-Drawn Steel Tubing Protective Coating Masonry Anchorage Devices Steel Railings and Handrails Aluminum Railings and Handrails

1.3 QUALIFICATIONS FOR WELDING WORK Section 05 05 23 WELDING, STRUCTURAL applies to work specified in this section.

Provide certified Welder Qualification by tests in accordance with AWS D1.1/D1.1M, or under an equivalent approved qualification test. In addition be performed on test pieces in positions and with clearances equivalent to those actually encountered. If a test weld fails to meet requirements, make an immediate retest of two test welds and each test weld must pass. Failure in the immediate retest will require that the welder be retested after further practice or training and make a complete set of test welds.

PART 2 PRODUCTS 2.1 GENERAL REQUIREMENTS Provide complete and detailed fabrication drawings for all Iron and Steel Hardware, and for all Steel Shapes, Plates, Bars and Strips used in accordance with the design specifications referenced in this section.

Preassemble items in the shop to the greatest extent possible. Disassemble units only to the extent necessary for shipping and handling. Clearly mark units for reassembly and coordinated installation.

For the fabrication of work exposed to view, use only materials that are smooth and free of surface blemishes, including pitting, seam marks, roller marks, rolled trade names, and roughness. Remove blemishes by grinding, or by welding and grinding, prior to cleaning, treating, and application of surface finishes, including zinc coatings.

2.2 STRUCTURAL STEEL PLATES, SHAPES AND BARS Structural-size shapes and plates, except plates to be bent or cold-formed, must conform to ASTM A 36/A 36M, unless otherwise noted.

Steel plates to be bent or cold-formed must conform to ASTM A 283/A 283M, Grade C.

Steel bars and bar-size shapes must conform to ASTM A 36/A 36M, unless otherwise noted.

2.3 STRUCTURAL STEEL TUBING Structural steel tubing, hot-formed, welded or seamless, must conform to ASTM A 500/A 500M, Grade B, unless otherwise noted.

2.4 HOT-ROLLED CARBON STEEL BARS


Bars and bar-size shapes must conform to ASTM A 575, grade as selected by the fabricator.

2.5 COLD-FINISHED STEEL BARS Bars must conform to ASTM A 108, grade as selected by the fabricator.

2.6 COLD-DRAWN STEEL TUBING Tubing must conform to ASTM A 512, sunk drawn, butt-welded, cold-finished, and stress-relieved.

2.7 STEEL PIPE Pipe must conform to ASTM A 53/A 53M, type as selected, Grade B; primed finish, unless galvanizing is required; standard weight (Schedule 40).

2.8 CONCRETE INSERTS Provide wedge-type concrete inserts consisting of galvanized box-type ferrous castings designed to accept 3/4-inch diameter bolts having special wedge-shaped heads; they shall be either malleable iron conforming to ASTM A 47/A 47M or cast steel conforming to ASTM A 27/A 27M and hot-dip galvanized in accordance with ASTM A 153/A 153M.

2.9 MASONRY ANCHORAGE DEVICES Provide masonry anchorage devices consisting of expansion shields complying with AASHTO M 314, ASTM E 488 and ASTM C 514 as follows:

Provide bolt anchor expansion shields for bolts; closed-end bottom bearing class, Group II, Type 2, Class 1.

Provide tumble-wing type toggle bolts conforming to ASTM A 325, ASTM A 449 and ASTM C 636/C 636M, type, class, and style as required.

2.10 FASTENERS Galvanize zinc-coated fasteners in accordance with ASTM A 153/A 153M and used for exterior applications or where built into exterior walls or floor systems. Select fasteners for the type, grade, and class required for the installation of steel stair items.

Standard bolts and nuts must be regular hexagon-head conforming to ASTM A 307, Grade A.

Lag bolts must be square-head conforming to ASME B18.2.1.

Machine screws cadmium-plated steel conforming to ASME B18.6.3.

Wood screws must be flat-head carbon steel conforming to ASME B18.6.1.

Plain washers must be round, general-assembly-grade, carbon steel conforming to ANSI B18.22.1.

Lockwashers must be helical spring, carbon steel conforming to ASME B18.2.1.


2.11 GENERAL FABRICATION Provide Railings and Handrails detail plans and elevations at not less than 1 inch to 1 foot. Provide details of sections and connections at not less than 3 inches to 1 foot. Also detail setting drawings, diagrams, templates for installation of anchorages, including concrete inserts, anchor bolts, and miscellaneous metal items having integral anchors.

Use materials of size and thicknesses indicated or, if not indicated, of required size and thickness to produce adequate strength and durability in finished product for intended use. Work materials to dimensions indicated on approved detail drawings, using proven details of fabrication and support. Use type of materials indicated or specified for the various components of work.

Form exposed work true to line and level with accurate angles and surfaces and straight sharp edges. Exposed edges must be eased to a radius of approximately 1/32 inch. Bend metal corners to the smallest radius possible without causing grain separation or otherwise impairing the work.

Weld corners and seams continuously and in accordance with the recommendations of AWS D1.1/D1.1M. Grid exposed welds smooth and flush to match and blend with adjoining surfaces.

Form exposed connections with hairline joints that are flush and smooth, using concealed fasteners wherever possible. Use exposed fasteners of the type indicated or, if not indicated, use Phillips flathead (countersunk) screws or bolts.

Provide anchorage of the type indicated and coordinated with the supporting structure. Fabricate anchoring devices and space as indicated and as required to provide adequate support for the intended use of the work.

Use hot-rolled steel bars for work fabricated from bar stock unless work is indicated or specified to be fabricated from cold-finished or cold-rolled stock.

2.12 PROTECTIVE COATING Shop prime steelwork with red oxide primer in accordance with SSPC Paint 25. At exterior locations provide hot dipped galvanized steelwork as indicated in accordance with ASTM A 123/A 123M. Touch up abraded surfaces and cut ends of galvanized members with zinc-dust, zinc-oxide primer, or an approved galvanizing repair compound.

2.13 STEEL RAILINGS AND HANDRAILS Design handrails to resist a concentrated load of 250 lbs in any direction at any point of the top of the rail or 20 lbs per foot applied horizontally to top of the rail, whichever is more severe. NAAMM AMP 521, provide the same size rail and post. Provide pipe collars of the same material and finish as the handrail and posts.

2.13.1 Steel Handrails


Provide steel handrails, including inserts in concrete, steel pipe conforming to ASTM A 53/A 53M . Provide steel railings of 1-1/2 inches nominal size. Exterior railings to be hot-dip galvanized .

a. Fabrication: Joint posts, rail, and corners by one of the

following methods:

(1) Flush-type rail fittings of commercial standard, welded and ground smooth with railing splice locks secured with 3/8 inchhexagonal-recessed-head setscrews.

(2) Mitered and welded joints made by fitting post to top rail and intermediate rail to post, mitering corners, groove welding joints, and grinding smooth. Butt railing splices and reinforce them by a tight fitting interior sleeve not less than 6 inches long.

(3) Railings may be bent at corners in lieu of jointing, provided bends are made in suitable jigs and the pipe is not crushed.

Provide kickplates between railing posts where indicated, and consist of 1/8-inch steel flat bars not less than 6 inches high. Secure kickplates as indicated.

Galvanize exterior railings, including pipe, fittings, brackets, fasteners, and other ferrous metal components. Provide black steel pipe for interior railings.

2.14 ALUMINUM RAILINGS AND HANDRAILS Consists of 1 1/2 inch nominal schedule 40 pipe ASTM B 429/B 429M,. Railings to be mill finish or anodized aluminum as indicated. All fasteners must be Series 300 stainless steel.

a. Fabrication: Provide jointing by one of the following methods:

(1) Flush-type rail fittings, welded and ground smooth with splice locks secured with 3/8 inch recessed head set screws.

(2) Mitered and welded joints made by fitting post to top rail, intermediate rail to post, and corners, must be groove welded and ground smooth. Provide butted splices, where allowed by the Contracting Officer, and reinforced by a tight fitting dowel or sleeve not less than 6 inches in length. Tack weld or epoxy cement dowel or sleeve to one side of the splice.

(3) Assemble railings using slip-on aluminum-magnesium alloy fittings for joints. Fasten fittings to pipe or tube with 1/4 or 3/8 inch stainless steel recessed head setscrews. Provide assembled railings with fittings only at vertical supports or at rail terminations attached to walls. Provide expansion joints at the midpoint of panels. Provide a setscrew in only one side of the slip-on sleeve. Provide alloy fittings to conform to ASTM B 26/B 26M.


b. Removable railing sections: Provide removable railing sections as indicated. Provide toe-boards and brackets where indicated, using flange castings as appropriate.

2.15 SAFETY CHAINS AND GUARDRAILS Construct safety chains of galvanized steel, straight link type, 3/16 inch diameter, with at least twelve links per foot, and with snap hooks on each end. Test safety chain in accordance with ASTM A 467/A 467M, Class CS. Provide snap hooks of boat type. Provide galvanized 3/8 inch bolt with 3/4 inch eye diameter for attachment of chain, anchored as indicated. Supply two chains, 4 inches longer than the anchorage spacing, for each guarded area. Locate guard rails safety chain where indicated. Mount the top chain or rail 6 inches above the floor and mount the lower chain or rail 2 feet above the floor .

PART 3 EXECUTION 3.1 STAIR RAILINGS AND HANDRAILS Adjust railings prior to securing in place to ensure proper matching at butting joints and correct alignment throughout their length. Space posts not more than 8 feet on center. Plumb posts in each direction. Secure posts and rail ends to building construction as follows:

Anchor posts in concrete by means of pipe sleeves set and anchored into concrete. Provide sleeves of galvanized, standard weight, steel pipe, not less than 6 inches long, and having an inside diameter not less than1/2-inch greater than the outside diameter of the inserted pipe post. Provide steel plate closure secured to the bottom of the sleeved; closure must be of width and length not less than 1 inch greater than the outside diameter of the sleeve. After posts have been inserted into sleeves, the annular space between post and sleeve must be filled with molten lead, sulfur, or a quick-setting hydraulic cement. Cover anchorage joint with a round steel flange welded to the post.

Anchor posts to steel with steel oval flanges, angle type or floor type as required by conditions, welded to posts and bolted to the steel supporting members.

Anchor rail ends into concrete and masonry with steel round flanges welded to rail ends and anchored into the wall construction with lead expansion shields and bolts.

Anchor rail ends to steel with steel oval or round flanges welded to tail ends and bolted to the structural steel members.

Secure handrails to walls by means of wall brackets and wall return fitting at handrail ends. Provide brackets of malleable iron castings, with not less than 3-inch projection from the finish wall surface to the center of the pipe drilled to receive one 3/8-inch bolt. Locate brackets not more than 60 inches on center. Provide wall return fittings of cast iron castings, flush-type, with the same projection as that specified for wall brackets. Secure wall brackets and wall return fittings to building construction as follows:


For concrete and solid masonry anchorage, use bolt anchor expansion shields and lag bolts.

For hollow masonry and stud partition anchorage, use toggle bolts having square heads.

Install toeboards and brackets where indicated. Make splices, where required, at expansion joints. Install removable sections as indicated.

3.2 STEEL HANDRAIL Install in pipe sleeves embedded in concrete and filled with non-shrink grout or quick setting anchoring cement with anchorage covered with standard pipe collar pinned to post by means of pipe sleeves secured and attach to steel by means of base plates bolted to stringers or structural steel frame work. Secure rail ends by steel pipe flanges through-bolted to a back plate or by 1/4 inch lag bolts to studs or solid backing.

3.3 ALUMINUM HANDRAIL Affix to base structure by flanges anchored to concrete or other existing masonry by expansion shields. Attach to steel with base plates or flanges bolted to stringers or structural steel framework and to walls with flanges through-bolted to a backing plate on other side of a wall or flanges lag bolted to studs or other structural timbers. Provide Series 300 stainless steel bolts to anchor aluminum alloy flanges, of a size appropriate to the standard product of the manufacturer. Where aluminum or alloy fittings or extrusions are to be in contact with dissimilar metals or concrete, give the contact surface a heavy coating of bituminous paint.

3.4 FIELD WELDING Procedures of manual shielded metal arc welding, appearance and quality of welds made, and methods used in correcting welding work must comply with AWS D1.1/D1.1M.

3.5 TOUCHUP PAINTING Immediately after installation, clean field welds, bolted connections, and abraded areas of the shop paint and exposed areas painted with the paint used for shop painting. Apply paint by brush or spray to provide a minimum dry-film thickness of 2 mils.



SECTION 05 72 00

DECORATIVE METAL SPECIALTIES



AA ADM1 (2005; Errata 2005) Aluminum Design Manual

AA ASM-35 (2000) Specifications for Aluminum Sheet

Metal Work in Building Construction, Section 5

AA DAF-45 (2003) Designation System for Aluminum

Finishes AA PK-1 (2008) Pink Sheets: Designations and Chemical

Composition Limits for Aluminum Alloys in the Form of Castings and Ingot

AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI B18.13 (1996; Addenda 1998; R 2003) Screw and Washer

Assemblies - Seams (Inch Series) ANSI B18.22.1 (1965; R 2003) Plain Washers


AWS A5.3/A5.3M (1999; R 2007) Specification for Aluminum and

Aluminum-Alloy Electrodes for Shielded Metal Arc Welding

AWS D1.2/D1.2M (2008) Structural Welding Code - Aluminum



Square and Hex Bolts and Screws (Inch Series) ASME B18.2.2 (1987; R 2005) Standard for Square and Hex

Nuts ASME B18.21.1 (1999; R 2005) Lock Washers (Inch Series)

ASME B18.24 (2004; Addenda A 2006) Part Identifying

Number (PIN) Code System Standard for B18 Fastener Products


ASME B18.6.1 (1981; R 1997) Wood Screws (Inch Series) ASME B18.6.3 (2003) Machine Screws and Machine Screw Nuts




Castings, Carbon, for General Application ASTM A 47/A 47M (1999; R 2004) Standard Specification for


ASTM B 209 (2007) Standard Specification for Aluminum


and Aluminum-Alloy Bar, Rod, and Wire ASTM B 221 (2006) Standard Specification for Aluminum


ASTM B 247 (2002a) Standard Specification for Aluminum

and Aluminum-Alloy Die Forgings, Hand Forgings, and Rolled Ring Forgings


Alloy Sand Castings ASTM B 316/B 316M (2002) Standard Specification for Aluminum

and Aluminum-Alloy Rivet and Cold-Heading Wire and Rods

ASTM C 514 (2004) Standard Specification for Nails for



ASTM D 1730 (2003) Standard Practices for Preparation of

Aluminum and Aluminum-Alloy Surfaces for Painting

ASTM D 1752 (2004a) Standard Specification for Preformed

Sponge Rubber Cork and Recycled PVC Expansion ASTM G 71 (1981; R 2003} Standard Guide for Conducting

and Evaluating Galvanic Corrosion Tests in Electrolytes


ASTM G 82 (1998; R 2003) Standard Guide for Development and Use of a Galvanic Series for Predicting Galvanic Corrosion Performance


SSPC CS 23.00/NACE No.12 (2003) Specification for the Application of

Thermal Spray Coatings (Metallizing) of Aluminum, Zinc, and Their Alloys and Composites for the Corrosion Protection of Steel

SSPC PA 1 (2000; E 2004) Shop, Field, and Maintenance

Painting SSPC PS 11.01 (1982; E 2004) Black (or Dark Red) Coal Tar

Epoxy-Polyamide Painting System 1.2 SUBMITTALS Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:


Submit survey data showing Existing Conditions prior to work in accordance with paragraph entitled, "Field Measurements," of this section.

SD-02 Shop Drawings

Submit fabrication drawings for Ornamental Metal Items in accordance with the paragraph entitled, "Fabrication In General," of this section.

Submit Installation Drawings for the following items in accordance with paragraph entitled, "Fabrication In General," of this section.

Ornamental Metal Items Shop and Field Connections Construction Details

SD-03 Product Data

Submit manufacturer's catalog data for the following items listing all ornamental metal accessories including casting, forgings, fasteners and anchorage devices.

Installation Materials Metals for Fabrication Ornamental Metal Items

SD-04 Samples


Submit Manufacturer's Standard Color Charts for the following items and secure Contracting Officer's approval prior to work commencement.

Shop Paint Finish Paint

Samples for Aluminum Finishes, one for each type, must comply with paragraph entitled, "Aluminum Finishes," of this section.

Samples for each type of Anchorage Devices and Fasteners must be in accordance with paragraph entitled, "Installation Materials," of this section.

Samples for each type of Architectural Metal Items must be in accordance with paragraph entitled, "Metals for Fabrications," of this section.

Samples for aluminum finishes, two of each type, must be in accordance with paragraph entitled, "Ornamental Metal Items," of this section.

Samples must be standard size as used in construction. After approval, full-sized samples may be used in construction, provided each sample is clearly identified and its location recorded.

SD-06 Test Reports

Submit Test reports for Welding Tests complying with AWS D1.2/D1.2M, "Qualifications of Procedures and Personnel."

SD-07 Certificates

Welding Procedures must comply with AWS D1.2/D1.2M, "Structural Welding Code - Aluminum."

Submit Certificates for Ornamental Metal Items in accordance with the paragraphs entitled, "Metals For Fabrication" and "Ornamental Metal Items." Certificates of Welder Qualifications must comply with the paragraph entitled, "Qualifications for Welding Work," of this section.


Preventative Maintenance and Inspection for the following items must be in accordance with paragraph entitled, "Aluminum Finishes," of this section.

Cleaning Materials and Maintenance Instructions Application Methods

1.3 QUALIFICATIONS FOR WELDING WORK Submit Welding Procedures and Welding Tests in accordance with AWS D1.2/D1.2M. Prepare all Test specimens in the presence of Contracting


Officer and have specimens tested by an approved testing laboratory at the Contractor's expense.

Submit Certification of Welder Qualifications by tests in accordance with AWS D1.2/D1.2M. In addition, tests must be performed on test pieces in positions and with clearances equivalent to those actually encountered. If a test weld fails to meet requirements, an immediate retest of two test welds must be made. Failure in either of the two immediate retests mandates the welder be retested after further practice or training, and a complete new set of tests welds must be made.

1.4 DELIVERY, STORAGE, AND HANDLING Store all Architectural metal items off the ground.

Keep materials free from dirt and grease and protected from corrosion.

Store packaged materials in their original, unbroken containers in a dry area, until ready for installation.

1.5 FIELD MEASUREMENTS Records of Existing Conditions may be provided by the Contracting Officer prior to the start of work. Field measurements must be taken prior to preparation of shop drawings and fabrication.

PART 2 PRODUCTS 2.1 INSTALLATION MATERIALS 2.1.1 Concrete Inserts Wedge-type concrete inserts must be galvanized, box-type, ferrous castings with integral anchor loop at back of box and be designed to accept bolts having special wedge shape heads. Ferrous castings must be malleable iron conforming to ASTM A 47/A 47M, Grade 32510 or Grade 35018, Grade 22010 or Grade 24118, or medium-strength cast steel conforming to ASTM A 27/A 27M, Grade U-60-30. Inserts must be hot-dip galvanized after fabrication in accordance with ASTM A 153/A 153M. Carbon steel bolts must be provided with special wedge shape heads, nuts, washers, and shims, and must be hot-dip galvanized in accordance with ASTM A 153/A 153M.

Concrete inserts must be non-removable when embedded in concrete of 3,000 pounds per square inch compressive strength and subjected to a 6,000-pound tension load test in an axial direction. Concrete must not indicate any evidence of failure attributable to the anchoring device itself.

2.1.2 Masonry Anchorage Devices Masonry anchorage devices must be expansion shields conforming to ASTM C 514, Group, Type, and Class as follows:

Provide lead expansion shields for machine screws and bolts 1/4 inch and smaller, head-out embedded nut type, single-unit class, conforming to Group I, Type 1, Class 1.


Provide bolt anchor expansion shields for lag bolts, zinc-Alloy long-shield anchors class, conforming to Group II, Type 1, Class 1.

Provide bolt anchor expansion shields for bolts, closed-end bottom bearing class, conforming to Group II, Type 2, Class 1.

2.1.3 Toggle Bolts Provide toggle bolts of the class and style best suited for the work, conforming to ASTM C 636/C 636M, Type II. Toggle bolts must be corrosion-resistant chromium-nickel steel conforming to AISI Type 302, 303, 304, 305, or 316.

2.1.4 Standard Bolts and Nuts Provide standard bolts, regular hexagon head, corrosion-resistant steel, coarse thread series, conforming to, Type II.

Provide standard nuts, plain hexagon, regular style, corrosion-resistant steel, conforming to ASME B18.2.2, Type II, Style 4.

2.1.5 Lag Bolts Provide lag bolts, square head, gimlet point or cone point, corrosion-resistant steel, conforming to ASME B18.2.1, Type I, Grade C.

2.1.6 Machine Screws Provide machine screws, corrosion-resistant steel, cross-recess drive, flat head, conforming to ASME B18.6.3, Type III, Style 2C.

2.1.7 Wood Screws Provide wood screws, corrosion-resistant steel, single-thread, flat head with cross-recess drive, conforming to ASME B18.6.1.

2.1.8 Plain Washers Provide plain washers, round, general-assembly, corrosion-resistant steel, conforming to ANSI B18.22.1, Type A, Grade I, Class B.

2.1.9 Lock Washers Provide lock washers, helical spring, corrosion-resistant steel (nonmagnetic), conforming to ANSI B18.13 and ASME B18.21.1.

2.1.10 Welding Filler Metal Provide welding filler metal for welding of aluminum alloys,conforming to AWS A5.3/A5.3M. Filler metal must be the aluminum-alloy recommended by the aluminum producer for the work.

2.2 METALS FOR FABRICATION 2.2.1 Aluminum-Alloy Extrusions Aluminum fabrications must conform to AA ADM1, AA ASM-35, and AA PK-1.


Extrusions must be 6063, temper T5, conforming to ASTM B 221.

Aluminum-alloy extrusions to receive an integral-color anodized coating must be the aluminum alloy and temper recommended by the aluminum producer for the specified finish with integral-color anodized coating, and have mechanical properties equal to, or exceeding, those of aluminum alloy 6063, temper T5, conforming to ASTM B 221.

2.2.2 Aluminum-Alloy Sheets and Plates Aluminum-alloy sheets and plates, unless otherwise specified, must be aluminum alloy 3003, temper H16, conforming to ASTM B 209.

Aluminum-alloy sheets and plates to receive a clear anodized coating must be aluminum alloy 5005, temper H16, conforming to ASTM B 209.

Aluminum-alloy sheets and plates to receive an integral-color anodized coating must be the aluminum alloy and temper recommended by the aluminum producer for the specified coating, and have mechanical properties equal to, or exceeding, those of alloy 5005, temper H16 of ASTM B 209.

2.2.3 Aluminum-Alloy Castings Aluminum alloy castings must be alloy 5140, temper F, sand castings, conforming to ASTM B 26/B 26M.

Aluminum-alloy castings to receive a clear anodized coating must be aluminum alloy as recommended by the Aluminum Association.

Aluminum-alloy castings to receive an integral-color anodized coating must be the casting alloy and condition recommended by the aluminum producer for the specified finish with integral-color anodized coating, and have mechanical properties equal to, or exceeding, those of alloy 5140, temper F, conforming to ASTM B 26/B 26M.

2.2.4 Aluminum-Alloy Forgings Aluminum-alloy forgings must be aluminum alloy 6061, temper T6, conforming to ASTM B 247.

Aluminum-alloy forgings to receive an integral-color anodized coating must be the aluminum alloy and temper recommended by the aluminum producer for the specified finish with integral-color anodized coatings, and have mechanical properties equal to or exceeding those of aluminum alloy 6061, temper T6, conforming to ASTM B 247.

2.2.5 Metals for Fasteners Fastener identification must conform to ASME B18.24.

Provide aluminum-alloy bolts and screws made from rod conforming to ASTM B 211, alloy 2024 and temper T351.

Provide aluminum-alloy nuts made from rod conforming to ASTM B 211, alloy 6061 and temper T6.


Provide aluminum-alloy washers made from sheet conforming to ASTM B 209, alloy 2024 and temper T4.

Provide aluminum-alloy rivets made from rod or wire conforming to ASTM B 316/B 316M, alloy 6053 and temper T61.

Provide corrosion-resistant steel fasteners made of chromium-nickel steel, AISI Type 302, 303, 304, 305, or 316, with form and condition best suited for the application.

2.2.6 Shop Paint for Aluminum Shop paint must be an inhibitive epoxy polyamide primer conforming to SSPC PS 11.01, SSPC CS 23.00/NACE No.12, ASTM G 71 and ASTM G 82.

2.3 ORNAMENTAL METAL ITEMS 2.3.1 Aluminum Joint Cover Assemblies Aluminum joint cover assemblies must be designed for horizontal movement and the joint width indicated.

Provide floor joint cover assemblies consisting of continuous frame unit on each side of floor-to-floor joints or on one side of floor-to-wall joints as required by construction conditions. Assemblies must include floor cover plates, filler strips, anchors, and other accessories as required to complete the installation, and as follows:

Floor frame units must be aluminum-alloy extrusions fabricated to provide an integral curb edge bar for the expansion joint edges, integral grooves to receive anchor bolts, and floor cover plate and filler strip surfaces that will finish flush with the finished floor elevation when the floor cover assembly is installed. Provide corrosion-resistant coated aluminum alloy or steel anchor bolts and nuts, spaced not more than 3 inches from each end and not more than 18 inches on center between end anchors. Coated steel anchor bolts and nuts must conform to SSPC PA 1. Provide frame splice connectors as required to complete the installation.

Provide plain type floor cover plates, aluminum-alloy extrusions with smooth surface.

Provide recessed type floor cover plates where indicated, aluminum-alloy extrusions with recess to receive resilient floor covering. Depth of recess must be that required to provide a resilient floor covering surface flush with the finished floor elevation.

Provide floor cover plates of the patterns and widths indicated. Lengths shall be as long as practical. Metal thickness must be not less than 1/4 inch. Drill and countersink fixed edge of floor cover plates to receive flathead screws, spaced not more than 3 inches from each cover plate end and not more than 18 inches on center between the end screw holes. Screws for securing floor cover plates must be made of corrosion-resistant steel.

Finish of exposed-to-view surfaces must be mill finish.

Provide rubber and cork composition tape filler strips with pressure-sensitive adhesive coating on one face and smooth suede surface on the


exposed face, conforming to ASTM D 1752. Filler strip must be not less than 1-1/2 inches wide and depth as required to provide a surface flush with the finished floor elevation.

Provide wall and ceiling joint cover assemblies consisting of continuous anchor strips on one side of the wall or ceiling expansion joint; wall and ceiling cover plates; and seals, anchors, and other accessories as required to complete the installation, and as follows:

Provide aluminum-alloy wall and ceiling anchor strip extrusions fabricated to provide an integral curb bar edge and integral lugs to receive snap-on cover plates. Field drill fixed edge of anchor strips with holes to receive screws, spaced not more than 3 inches from each end and not more than 12 inches on center between the end screw holes. Provide cadmium-plated screws with masonry anchorage devices or toggle bolts as required by construction conditions.

Provide aluminum-alloy wall and ceiling cover plate extrusions of the patterns and widths indicated, designed for snap-on application over anchor strips, fabricated with integral grooves to receive sealing gaskets, and having a smooth exposed-to-view surface.

Provide vinyl sealing gaskets for wall and ceiling joint cover assemblies.

Finish of exposed-to-view surfaces must be frosted finish with Class II clear anodized coating.

2.4 FABRICATION IN GENERAL Submit Manufacturer's Standard Color Charts for Shop Paint and Finish Paint for approval by the Contracting Officer prior to work.

Installation Drawings for Ornamental Metal Items, Shop and Field Connectionsand Construction Details must show location, dimensions, size, and weight or gage as applicable of each ornamental item; type and location of shop and field connections; and other pertinent construction and erection details. Show on drawings location and details of anchorage devices embedded in cast-in-place concrete and masonry construction.

2.4.1 Workmanship Metalwork must be well formed to shape and size, with lines, angles, and curves true. Provide necessary rabbets, lugs, and brackets so that the work can be assembled. Conceal fasteners where practical.

Design exterior ornamental metal items to withstand expansion and contraction of the component parts at an ambient temperature of 100 degrees F without causing harmful buckling, opening of joints, overstressing of fasteners, or other harmful effects.

Welded fabrication must meet requirements as specified in AWS D1.2/D1.2M. Execute all welds behind finished surfaces without distortion or discoloration of the exposed side. Welded joints must be cleaned of flux and dressed on exposed and contact surfaces.

Drill or punch holes for fasteners. Drilling and punching must produce clean true lines and surfaces.


Mill all joints to a close fit. Corner joints must be coped or mitered, well formed, and in true alignment. Joints exposed to weather must be formed and fabricated to exclude water.

Castings must be sound and free from warp or defects that impair their strength and appearance. Exposed surfaces must have a smooth finish and sharp well-defined lines and arrises. Mill joints to a close fit.

2.4.2 Holes for Other Work Provide holes where indicated for securing other work to metal work.

2.4.3 Protection of Aluminum from Dissimilar Materials Protect aluminum surfaces that will come in contact with dissimilar metals, or masonry, concrete, or wood, with epoxy polyamide conforming to SSPC PS 11.01, and topcoated with aliphatic polyurethane conforming to ASTM G 71 and ASTM G 82

Prepare aluminum surfaces to be painted by the acid pickling method conforming to ASTM D 1730, Type B, Method 2 or Method 3.

Apply paint to dry, clean surfaces by brush or spraying to provide a minimum dry-film thickness of 1.5 mils (0.0015 inch).

2.4.4 Aluminum Finishes Finish of exposed-to-view aluminum surfaces of architectural metal items must conform to AA DAF-45 and have the finish specified for each item and as follows:

Frosted finish with Class II clear anodized coating must be a medium matte chemical etch finish and Architectural Class II 4- to 0.7-mil thick anodized coating producing natural aluminum color finish. Finish must conform to AA C22-A31, as specified in AA DAF-45.

Finish color and appearance must match that of the aluminum finish sample approved for each Architectural metal item within the aluminum producer's standard color range.

Preventative Maintenance and Inspection shall be in accordance with the aluminum producer's recommended Cleaning Materials and Application Methods including precautions in the use of cleaning materials that may be detrimental to the aluminum finish when improperly applied.

PART 3 EXECUTION 3.1 GENERAL PROVISIONS Install decorative metal work in accordance with the approved shop drawings and descriptive data for each ornamental metal item, as specified.

Decorative metal items must be securely fastened plumb and true to lines and levels.


3.2 ANCHORAGE DEVICES EMBEDDED IN OTHER CONSTRUCTION Deliver anchorage devices, such as concrete inserts, anchor bolts, and ornamental metal items having integral anchors that are to be embedded in cast-in-place concrete and masonry construction, to the project site in time to be installed before the start of cast-in-place concrete operations and masonry work. Provide setting drawings, templates, instructions, and directions for the installation of the anchorage items.

3.3 FASTENING TO CONSTRUCTION-IN-PLACE Provide Anchorage devices and fasteners where necessary for fastening ornamental metal items to construction-in-place. Fastening must include threaded fasteners for concrete inserts embedded in cast-in-place concrete; masonry anchorage devices and threaded fasteners for solid masonry and concrete-in-place; toggle bolts for hollow masonry and stud partitions; through bolting for masonry and wood construction; lag bolts and wood screws for wood construction; and threaded fasteners for structural steel. Provide fastening as indicated and as specified. Fastening to wood plugs in masonry or concrete-in-place is not permitted.

3.4 CUTTING AND FITTING Cutting, drilling, and fitting required must be performed for the installation of ornamental metal work. Cutting, drilling, and fitting shall be executed carefully; when required, work shall be fitted in place before fastening.

3.5 SETTING MASONRY ANCHORAGE DEVICES Set all masonry anchorage devices in masonry or concrete-in-place construction in accordance with the anchorage device manufacturer's printed instructions. Holes must be of the recommended depth and diameter and be drilled to the size recommended by the manufacturer of the particular anchorage device used. Drilled holes must be left rough, not reamed, and free of drill dust.

3.6 WELDING PROCEDURES Procedures for welding, appearance, and quality of welds made, and the methods used in correcting welding work must conform to AWS D1.2/D1.2M.

Ground exposed welds smooth.

3.7 THREADED CONNECTIONS Where exposed to view, bolt and screw heads must be flat and countersunk, unless otherwise specified. Threaded connections must be made up tightly so that the threads will be entirely concealed by fitting.

3.8 CLEANING Before final acceptance, wash exposed-to-view aluminum surfaces with clean water and soap and rinsed with clean water. Do not use acid solutions, steel wool, or other harsh abrasives. Stains that remain after washing must be removed or the finish restored in accordance with the aluminum producer's recommendations.


3.9 INSPECTION AND ACCEPTANCE PROVISIONS 3.9.1 Finished Ornamental Metal Work Requirements Ornamental metal work will be rejected for any of the following deficiencies:

Finish of exposed-to-view aluminum surfaces having color and appearance that are outside the color and appearance range of the approved samples for aluminum finish.

Installed ornamental metal items having stained, discolored, abraded, or otherwise damaged exposed-to-view aluminum surfaces that cannot be removed by cleaning or repairing.

Installed ornamental metal items that do not match the approved sample.

Aluminum surfaces in contact with dissimilar materials that are not protected as specified.

3.9.2 Repair of Defective Work Defective work must be removed and replaced with ornamental metal materials that meet the requirements of this section.

3.10 MAINTENANCE INSTRUCTIONS Submit maintenance instructions as follows:

Aluminum producer's recommended cleaning materials and application methods including precautions in the use of cleaning materials that may be detrimental to the aluminum finish when improperly applied.


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