Attachment_7_CLIN_0001_Structural_Steel_05_12_00_with_Revision_1_-_flatF.pdf

SECTION 05 12 00

STRUCTURAL STEEL

05/14

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this s pecification to the extent referenced. The publications are referred t o 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, 17th Edition) Standard Specifications for Highway Bridges

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 201 (2006) AISC Certification Program for Structural Steel Fabricators

AISC 303 (2016) Code of Standard Practice for Steel Buildings and Bridges

AISC 325 (2011) Steel Construction Manual

AISC 326 (2009) Detailing for Steel Construction

AISC 341 (2012) Seismic Provisions for Structural Steel Buildings

AISC 360 (2010) Specification for Structural Steel Buildings

AISC DESIGN GUIDE 10 (1997) Erection Bracing of Low-Rise Structural Steel Buildings

AMERICAN WELDING SOCIETY (AWS)

AWS A2.4 (2012) Standard Symbols for Welding, Brazing and Nondestructive Examination

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AWS D1.8/D1.8M (2009) Structural Welding Code—Seismic Supplement

ASME INTERNATIONAL (ASME)

ASME B46.1 (2009) Surface Texture, Surface Roughness, Waviness and Lay

ASTM INTERNATIONAL (ASTM)

ASTM A108 (2013) Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished

ASTM A1085 (2013) Standard Specification for Cold-Formed Welded Carbon Steel Hollow Structural Sections (HSS)

ASTM A123/A123M (2013) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A143/A143M (2007; R 2014) Standard Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

ASTM A193/A193M (2016) Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service and Other Special Purpose Applications

ASTM A276/A276M (2016a) Standard Specification for Stainless Steel Bars and Shapes

ASTM A29/A29M (2013) Standard Specification for General Requirements for Steel Bars, Carbon and Alloy, Hot-Wrought

ASTM A307 (2014) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A325 (2014) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A325M (2014) Standard Specification for Structural Bolts, Steel, Heat Treated, 830 MPa Minimum Tensile Strength (Metric)

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A490 (2014a) Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A490M (2014a) Standard Specification for High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints (Metric)

ASTM A500/A500M (2013) Standard Specification for Cold-Formed Welded and Seamless Carbon

Steel Structural Tubing in Rounds and Shapes

ASTM A53/A53M (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A563 (2015) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A563M (2007; R 2013) Standard Specification for Carbon and Alloy Steel Nuts (Metric)

ASTM A6/A6M (2016a) Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A668/A668M (2016) Standard Specification for Steel Forgings, Carbon and Alloy, for General Industrial Use

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A992/A992M (2011) Standard Specification for Structural Steel Shapes

ASTM B695 (2004; R 2016) Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel

ASTM C1107/C1107M (2014a) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C827/C827M (2016) Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures

ASTM F1554 (2015; E 2016) Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

ASTM F1852 (2014) Standard Specification for "Twist Off" Type Tension Control Structural Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM F2280 (2014) Standard Specification for “Twist Off” Type Tension Control Structural Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM F2329 (2013) Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel

Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners

ASTM F436 (2011) Hardened Steel Washers

ASTM F436M (2011) Hardened Steel Washers (Metric)

ASTM F844 (2007a; R 2013) Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM F959 (2013) Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners

ASTM F959M (2013) Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners (Metric)

SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC PA 1 (2016) Shop, Field, and Maintenance Coating of Metals

SSPC Paint 20 (2002; E 2004) Zinc-Rich Primers (Type I, Inorganic, and Type II, Organic)

SSPC Paint 29 (2002; E 2004) Zinc Dust Sacrificial Primer, Performance-Based

SSPC SP 3 (1982; E 2004) Power Tool Cleaning

SSPC SP 6/NACE No.3 (2007) Commercial Blast Cleaning

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM MBG 531 (2009) Metal Bar Grating Manual

NAAMM MBG 532 (2009) Heavy Duty Metal Bar Grating Manual

U.S. DEPARTMENT OF DEFENSE (DOD)

UFC 3-301-01 (2013; with Change 1) Structural Engineering

UFC 3-310-04 (2013) Seismic Design for Buildings

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Con tractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Erection Drawings; G

SD-02 Shop Drawings

Fabrication Drawings Including Description of Conne ctions; G

Floor Gratings and Roof Walkways, Installation Draw ings; G

SD-03 Product Data

Shop Primer

Floor Gratings and Roof Walkways

Welding Electrodes and Rods

SD-06 Test Reports

Weld Inspection Reports

SD-07 Certificates

Steel

Galvanizing AISC Fabrication Plant Quality Certification

AISC Erector Quality Certification

Welding Procedures and Qualifications

Welding Electrodes and Rods

1.3 AISC QUALITY CERTIFICATION

Work must be fabricated in an AISC Certified Fabric ation Plant, Category Std.

Submit AISC fabrication plant quality certification .

Work must be erected by an AISC Certified Erector, Category ASCE. Submit AISC erector quality certification.

1.4 QUALITY ASSURANCE

1.4.1 Preconstruction Submittals

1.4.1.1 Erection Drawings

Submit for record purposes. Indicate the sequence of erection, temporary shoring and bracing. The erection drawings must co nform to AISC 303.

Erection drawings must be reviewed, stamped and sea led by a registered professional engineer.

1.4.2 Fabrication Drawing Requirements

Submit fabrication drawings for approval prior to f abrication. Prepare in accordance with AISC 326 and AISC 325. Fabrication drawings must not be reproductions of contract drawings. Include comp lete information for the fabrication and erection of the structure's compone nts, including the location, type, and size of bolts, welds, member si zes and lengths, connection details, blocks, copes, and cuts. Use A WS A2.4 standard welding symbols. Shoring and temporary bracing must be des igned and sealed by a registered professional engineer and submitted for record purposes, with calculations, as part of the drawings. Any deviati ons from the details shown on the contract drawings must be clearly high lighted on the fabrication drawings. Explain the reasons for any deviations from the contract drawings.

1.4.3 Certifications

1.4.3.1 Welding Procedures and Qualifications

Prior to welding, submit certification for each wel der stating the type of welding and positions qualified for, the code and p rocedure 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 qual ification certificate must 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 mon ths.

Conform to all requirements specified in AWS D1.1/D 1.1Mand AWS D1.8/D1.8M.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Provide the structural steel system, including shop primer and galvanizing, complete and ready for use. Structural steel syste ms including design, materials, installation, workmanship, fabrication, assembly, erection, inspection, quality control, and testing must be pr ovided in accordance with AISC 360, AISC 341, UFC 3-301-01 and UFC 3-310 -04 except as modified in this contract.

2.2 STEEL

2.2.1 Structural Steel

Wide flange shapes, ASTM A992/A992M. Angles, and P lates, ASTM A36/A36M.

2.2.2 Structural Steel Tubing

ASTM A500/A500M, Grade B.

2.2.3 Steel Pipe

ASTM A53/A53M, Grade B, weight class STD (Standard) .

2.2.4 Steel Rails and Handrails

Provide kickplates between railing posts where indi cated, and consist ofo 1/48-inch steel flat bars not less than 4 1/2-inche s high. Secure kickplates as indicated.

2.2.5 Steel Kick Plates

Provide kickplates between railing posts where indi cated, and consist ofo 1/48-inch steel flat bars not less than 4 1/2-inche s high. Secure kickplates as indicated.

2.2.6 Floor Gratings and Roof Walkways

a. Metal bar type grating NAAMM MBG 531 or NAAMM M BG 532, galvanized.

2.3 STRUCTURAL STEEL ACCESSORIES

2.3.1 Welding Electrodes and Rods

AWS D1.1/D1.1M and AWS D1.8/D1.8M.

2.4 FABRICATION

Fabrication must be in accordance with the applicab le provisions of AISC 325.

Fabrication and assembly must be done in the shop t o the greatest extent possible.

Pre-assemble items in the shop to the greatest exte nt possible.

Dissassemble units only to the extent necessary for shipping and handling.

Clearly mark units for reassembly and coordinate in stallation.

For the fabrication of work exposed to view, use on ly materials that are smooth and free of surface blemishes, including pit ting, seam marks, roller marks, rolled trade names, and roughness. Remove bl emishes by grinding or by welding and grinding, prior to cleaning, treatin g, and application of surface finishes, including zinc coatings.

Provide railings and handrails detail plans and ele vations at not less than 1-inch to 1-foot. Provide details of sections and connections at not less than 3-inches to 1-foot.

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

Form exposed work true to line and level with accur ate angles and surfaces and straight sharp edges. Ensure all exposed edges are eased to a radius of approximately 1/32-inch. Bend metal corners to the smallest radius possible without causing grain separation or otherw ise impairing the work.

Weld corners and seams continuously and in accordan ce with the recommendations of AWS D1.1/D1.1M. Grind exposed w elds 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 e xposed fasteners of the type indicated or, if not indicated, use Phillips f lathead (countersunk) screws or bolts.

2.4.1 Steel Handrails

Fabricate joint posts, rail, and corners by one of the following methods:

a. Flush-type rail fittings of commercial standard , welded and ground smooth with railing splice locks secured with 3/8 i nch hexagonal-recessed-head setscrews.

b. 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 reinforc e them by a tight fitting interior sleeve not less than 6 inches long .

c. Railings may be bent at corners in lieu of join ting, provided bends are made in suitable jigs and the pipe is not crushed.

Provide removable sections as indicated.

2.4.2 Markings

Prior to erection, members must be identified by a painted erection mark.

Connecting parts assembled in the shop for reaming holes in field connections must be match marked with scratch and n otch marks. Do not locate erection markings on areas to be welded. Do not locate match markings in areas that will decrease member strengt h or cause stress concentrations.

2.4.3 Shop Primer

SSPC Paint 20 or SSPC Paint 29, (zinc rich primer). Shop prime structural steel, except as modified herein, in accordance wit h SSPC PA 1. Do not prime steel surfaces within 0.5 inch of the toe of the welds prior to welding. If flash rusting occurs, re-clean the sur face prior to application of primer. Apply primer in accordance with endorsement "P1" of AISC 201 to a minimum dry film thickness of 2.0 mil .

Prior to assembly, prime surfaces which will be con cealed or inaccessible after assembly. Do not apply primer in foggy or ra iny weather; when the ambient temperature is below 45 degrees F or over 9 5 degrees F; or when the primer may be exposed to temperatures below 40 degr ees F within 48 hours after application, unless approved otherwise by the Contracting Officer.

Repair damaged primed surfaces with an additional c oat of primer.

2.4.3.1 Cleaning

SSPC SP 6/NACE No.3, except steel exposed in spaces above ceilings, attic spaces, furred spaces, and chases that will be hidd en to view in finished construction may be cleaned to SSPC SP 3 when recom mended by the shop primer manufacturer. Maintain steel surfaces free from rust, dirt, oil, grease, and other contaminants through final assemb ly.

2.4.3.2 Galvanizing

Unless indicated otherwise, galvanize grating, anch or bolts, grating fasteners, washers, and parts or devices necessary for proper installation.

2.4.4 Grating

Design steel grating in accordance with NAAMM MBG 5 31 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 of indicated on the drawings for the spans indicated, with maximum defl ection of L/240.

b. NAAMM MBG 531 or NAAMM MBG 532, band ends of gra tings with bars of the same or greater thickness than the metal used for g rating. Weld banding bars to the bearing bars or channels at lea st every fourth bar or channel and in every corner. Tack weld interven ing bars or channels. Band diagonal or round cuts by welding b ars of the same or greater thickness metal used for grating in accorda nce with the manufacturer's standard for trim unless otherwise i ndicated.

c. Attach gratings to structural members with weld ed-on anchors or with bolts, toggle bolts, or expansion shields and bolts .

d. Slip resistance requirements must exceed both w et and dry a static coefficient of friction of 0.5.

PART 3 EXECUTION

3.1 ERECTION

a. Erection of structural steel, except as indicat ed in item b. below, must be in accordance with the applicable provision s of AISC 325.

b. For low-rise structural steel buildings ( 60 fe et tall or less and a maximum of 2 stories), the structure must be erecte d in accordance with

AISC DESIGN GUIDE 10.

3.1.1 STORAGE

Material must be stored out of contact with the gro und in such manner and location as will minimize deterioration.

3.2 GAS CUTTING

Use of gas-cutting torch in the field for correctin g fabrication errors will not be permitted on any major member in the st ructural framing. Use of a gas cutting torch will be permitted on minor m embers not under stress only after approval has been obtained from the Cont racting Officer.

3.3 WELDING

Welding must be in accordance with AWS D1.1/D1.1M a nd AWS D1.8/D1.8M.

Provide AWS D1.1/D1.1M qualified welders, welding o perators, and tackers.

Develop and submit the Welding Procedure Specificat ions (WPS) for all welding, including welding done using prequalified procedures.

Prequalified procedures may be submitted for inform ation only; however, procedures that are not prequalified must be submit ted for approval.

3.3.1 Removal of Temporary Welds, Run-Off Plates, and Backing Strips

Removal is not required.

3.4 SHOP PRIMER REPAIR

Repair shop primer in accordance with the paint man ufacturer's recommendation for surfaces damaged by handling, tr ansporting, cutting, welding, or bolting.

3.4.1 Field Priming

Steel exposed to the weather, or located in buildin g areas without HVAC for control of relative humidity must be field primed. After erection, the field bolt heads and nuts, field welds, and any abr asions in the shop coat must be cleaned and primed with paint of the same q uality as that used for the shop coat.

3.5 FIELD QUALITY CONTROL

Perform field tests, and provide labor, equipment, and incidentals required for testing. The Contracting Officer must be notif ied in writing of defective welds, bolts, nuts, and washers within 7 working days of the date of the inspection.

3.5.1 Welds

3.5.1.1 Visual Inspection

AWS D1.1/D1.1M. Furnish the services of AWS-certif ied welding inspectors for fabrication and erection inspection and testing and verification inspections.

Inspect proper preparation, size, gaging location, and acceptability of welds; identification marking; operation and curren t characteristics of welding sets in use.

3.5.1.2 Nondestructive Testing

Nondestructive testing must be in accordance with A WS D1.1/D1.1M and AWS D1.8/D1.8M. Test locations must be selected by the Contracting Officer.

If more than 20 percent of welds made by a welder c ontain defects identified by testing, then all welds made by that welder must be tested by ultrasonic testing, as approved by the Contracting Officer. When all welds made by an individual welder are required to be tes ted, magnetic particle testing must be used only in areas inaccessible to ultrasonic testing.

Retest defective areas after repair. Submit weld i nspection reports.

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