05 12 00 Structural Steel.pdf

KRSM 072115 Catwalks to Overhead HVAC, Building 238 Hill AFB, Utah

STRUCTURAL STEEL 05 12 00 - 1

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 12 00

STRUCTURAL STEEL

10/07

PART 1 GENERAL

1.1 REFERENCES

1.2 SYSTEM DESCRIPTION

1.3 SUBMITTALS

1.4 AISC QUALITY CERTIFICATION

1.5 QUALITY ASSURANCE

1.5.1 Drawing Requirements

PART 2 PRODUCTS

2.1 STEEL

2.2 BOLTS, NUTS, AND WASHERS

2.3 STRUCTURAL STEEL ACCESSORIES

2.4 SHOP PRIMER

2.5 GALVANIZING

2.6 FABRICATION

2.6.1 Markings

2.6.2 Shop Primer

2.6.2.1 Cleaning

2.6.2.2 Primer

2.6.3 Epoxy Coated Surfaces

PART 3 EXECUTION

3.1 FABRICATION

3.2 ERECTION

3.2.1 STORAGE

3.3 CONNECTIONS

3.3.1 Common Grade Bolts

3.3.2 High-Strength Bolts

3.4.2.1 Installation of Load Indicator Washers (LIW)

3.4 GAS CUTTING

3.5 SHOP PRIMER REPAIR

3.5.1 Field Priming

3.6 GALVANIZING REPAIR

3.7 FIELD QUALITY CONTROL

3.7.1 Load Indicator Washers

STRUCTURAL STEEL 05 12 00 - 2

3.7.1.1 Load Indicator Washer Compression

3.7.2 High-Strength Bolts

3.7.2.1 Testing Bolt, Nut, and Washer Assemblies

3.7.2.2 Inspection

3.7.2.3 Testing

3.7.3 Testing for Embrittlement

-- End of Section Table of Contents --

STRUCTURAL STEEL 05 12 00 - 3

SECTION 05 12 00

STRUCTURAL STEEL

10/07

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 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 2005) 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; Errata 2009) 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 276 (2008a) Standard Specification for Stainless Steel Bars and Shapes ASTM A 307 (2007b) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength ASTM A 325 (2009) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A 325M (2009) Standard Specification for Structural Bolts, Steel, Heat Treated, STRUCTURAL STEEL 05 12 00 - 4

830 Mpa Minimum Tensile Strength (Metric) ASTM A 36/A 36M (2008) Standard Specification for Carbon Structural Steel ASTM A 490 (2008b) Standard Specification for Structural Bolts, Alloy Steel, Heat

Treated, 150 ksi Minimum Tensile Strength ASTM A 490M (2008) Standard Specification for High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints (Metric) ASTM A 500/A 500M (2007) Standard Specification for Cold-Formed Welded and

Seamless Carbon Steel Structural Tubing in Rounds and Shapes 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 563M (2007) Standard Specification for Carbon and Alloy Steel Nuts (Metric) 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 (2008a) 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 (2008) 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 (2008) 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 (2009) Hardened Steel Washers ASTM F 436M (2009) Hardened Steel Washers (Metric) 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 959M (2007) Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners (Metric)

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

STRUCTURAL STEEL 05 12 00 - 5

andType II SSPC SP 3 (2004; E 2004) Power Tool Cleaning SSPC SP 6 (2007) Commercial Blast Cleaning

1.2 SYSTEM DESCRIPTION

Provide the structural steel system, including shop primer or 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.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 00 00

SD-02 Shop Drawings Erection Plan, including description of temporary supports; G Fabrication drawings including description of connections; G

SD-03 Product Data

Shop primer Welding electrodes and rods Load indicator washers Load indicator bolts

SD-06 Test Reports

Bolts, nuts, and washers

SD-07 Certificates Steel Bolts, nuts, and washers Galvanizing Pins and rollers

1.4 AISC QUALITY CERTIFICATION

Work shall be fabricated in an AISC certified Category Sbd fabrication plant.

1.5 QUALITY ASSURANCE

1.5.1 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. 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. 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.

PART 2 PRODUCTS

2.1 STRUCTURAL STEEL

2.1.1. Hot rolled structural steel shapes and plates shall be per ASTM A36 with the following exception. All W-Flange shapes shall be per ASTM A992.

STRUCTURAL STEEL 05 12 00 - 6

2.1.2 Structural steel pipe shall be per ASTM A53 grade B, Tube steel per ASTM A500 Grade B.

2.2 BOLTS, NUTS AND WASHERS

2.2.1 Nuts and bolts in structural steel connections shall be per ASTM 325N, with hardened washers. Design is based upon bearing type connections with thread not excluded, therefore, no special inspection required.

2.2.2 Anchor bolts shall be per ASTM A307, U.N.O.

2.3 STRUCTURAL STEEL ACCESSORIES

2.3.1 Welds shall be E70Xx, low hydrogen electrodes.

2.3.2 Grout materials for base plates shall be non-metallic, non-shrink, pre-packaged grout conforming to ASTM C 1107.

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 FABRICATION

2.6.1 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 Do not locate match markings in areas that will decrease member strength or cause stress concentrations. Affix embossed tags to hot-dipped galvanized members.

2.6.2 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 epoxy coatings, surfaces designed as part of a composite steel concrete section, or surfaces within 13 mm 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 7 degrees C or over 35 degrees C 45 degrees F or over 95 degrees F; or when the primer may be exposed to temperatures below 4 degrees C 40 degrees F within 48 hours after application, unless approved otherwise by the Contracting Officer.

2.6.2.1 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.

2.6.2.2 Primer. Apply primer to a minimum dry film thickness of 0.05 mm 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.

2.6.3 Epoxy Coated Surfaces. Surfaces to receive epoxy coatings shall be cleaned and prepared in accordance with the manufacturer's recommendations.

STRUCTURAL STEEL 05 12 00 - 7

PART 3 EXECUTION

3.1 FABRICATION

Fabrication shall be in accordance with the applicable provisions of AISC 325. Compression joints depending on contact bearing shall have a surface roughness not in excess of 13 micrometer 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 ERECTION

Erection of structural steel shall be in accordance with the applicable provisions of AISC 325, except for low-rise structural steel buildings (18 m 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 with

AISC 810.

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

3.3 CONNECTIONS

Except as modified in this section, connections not detailed shall be designed in accordance with AISC 360. Build connections into existing work. Do not tighten anchor bolts set in concrete with impact torque wrenches. Punch, subpunch and ream, or drill bolt 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.

3.3.1 Common Grade Bolts. ASTM A 307 bolts shall be tightened to a "snug tight" fit. "Snug tight" is the tightness that exists when plies in a joint are in firm contact. If firm contact of joint plies cannot be obtained with a few impacts of an impact wrench, or the full effort of a man using a spud wrench, contact the Contracting Officer for further instructions.

3.3.2 High-Strength Bolts ASTM A 325M ASTM A 325 and ASTM A 490M ASTM A 490 bolts shall be fully tensioned to 70 percent of their minimum tensile strength. Provide load indicator bolts or washers in all ASTM A 325M ASTM A 325M or ASTM A 490M 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.

3.4.2. Installation of Load Indicator Washers (LIW). ASTM F 959M 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 436M 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 436M ASTM F 436 washers under both the bolt head and nut when ASTM A 490M ASTM A 490 bolts are used.

3.4 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.

STRUCTURAL STEEL 05 12 00 - 8

3.5 SHOP PRIMER REPAIR

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

3.6.1 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.

3.6 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.

3.7 FIELD QUALITY CONTROL

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

3.7.1 Load Indicator Washers

3.7.1.1 Load Indicator Washer Compression. Load indicator washers shall be tested in place to verify that they have been compressed sufficiently to provide the 0.38 mm 0.015 inch gap when the load indicator washer is placed under the bolt head and the nut is tightened, and to provide the 0.13 mm 0.005 inch gap when the load indicator washer is placed under the turned element, as required by ASTM

F 959M ASTM F 959.

3.7.2 High-Strength Bolts

3.7.2.1 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.

3.7.2.2 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.]

3.7.3.3 Testing

The Government has the option to perform nondestructive tests on 5 percent of the installed bolts to verify compliance with pre-load 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

STRUCTURAL STEEL 05 12 00 - 9

pre-load 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.

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

-- End of Section --