Transcript
Materials System Specification 12-SAMSS-007 12-SAMSS-00 7 Fabrication of Structural and Miscellaneous Steel
3 September 2006
Onshore Structures Standards Committee Members Baldwin, Charles Cummins, Chairman Sheref, Khaled Mohammad, Vice Chairman Hemler, Steven R. Henry, Michael Patrick Marhoon, Saeed Ahmed Mohammed, Ammar Khalil Utaibi, Abdul Aziz Saud Abu-Adas, Hisham A.W. Saleh, Loay Abdullah Abulhamayel, Ismat Abdulkader Dakhil, Osamah Ali Mohammed, Jamal Sadeq Grosch, Jonathan Joseph Kim, Steve Un Stark, Gregory Dalton Thompson, Scott Burnett
Saudi Aramco DeskTop Standards Table of Contents
1 2 3 4 5 6 7
Scope.................... Scope.................................. ........................... .......................... ............... 2 Conflicts and Deviations................ Deviations...... ..................... ................. ...... 2 References.......... References.......................... ............................. .......................... ............... 2 Products and Materials.............. Materials... ...................... .................... ......... 7 Galvanizing, Painting and Coating............... Coating....... ........ 10 Fabrication........... Fabrication.......................... ............................ ......................... .............. 14 Inspection and Testing................ Testing...... ...................... ................. ..... 26
Appendix 1 – ASTM Material Equivalency......... Equivalency........ . 28
Previous Issue: 7 May 2006 Next Planned Update: 1 May 2009 Revised paragraphs are indicated in the right margin Primary contact: Baldwin, Charles Cummins on 966-3-8746149 Copyright©Saudi Aramco 2005 200 5. All rights reserved.
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Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
1
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Scope This Specification defines the requirements for material selection, connections, detailing, fabrication, galvanizing, painting and coatings, marking for erection and delivery of structural and miscellaneous steel. Erection of structural steel shall be per 12-SAMSS-008.. Offshore structures and pre-engineered metal buildings are excluded 12-SAMSS-008 from this specification.
2
3
Conflicts and Deviations 2.1
Any conflicts between this Specification and other applicable Saudi Aramco Materials System Specifications (SAMSSs), Engineering Standards (SAESs), Standard Drawings (SASDs) or industry standards, codes, and forms shall be resolved in writing by the Company or Buyer Representative through the Manager, Consulting Services Department.
2.2
Direct all requests to deviate from this Specification in writing to the Company or Buyer Representative, who shall follow internal company procedure SAEP-302 and forward such requests to the Manager, Consulting Services Department of Saudi Aramco, Dhahran.
References The selection of material and equipment, and the design, construction, maintenance, and repair of equipment and facilities covered by this Specification shall comply with the latest edition of the references listed below, unless otherwise noted. 3.1
Saudi Aramco References Saudi Aramco Engineering Procedure SAEP-302
Instructions for Obtaining a Waiver of a Mandatory Saudi Aramco Engineering Requirement
Saudi Aramco Engineering Standards SAES-H-001
Selection Requirements for Industrial Coatings
SAES-H-100
Painting Requirements for Industrial Facilities
SAES-H-101
Approved Protective Coating Systems
Saudi Aramco Materials System Specification 12-SAMSS-008
Erection of Structural and Miscellaneous Steel
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Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Saudi Aramco Standard Drawing AB-036322-001
Anchor Bolt Details – Inch and Metric Sizes
Saudi Aramco Inspection Requirements Form 175-120100
Steel Structures
Form 175-120500
Tower: Communication
Saudi Aramco Forms and Data Sheets NMR-7927
3.2
Non-Material Requirements for Fabricated Structural Steel
Industry Codes and Standards American Institute of Steel Construction (AISC)
AISC
Detailing for Steel Construction
AISC
Manual of Steel Construction: Allowable Stress th Design (ASD), 9 Edition
AISC
Manual of Steel Construction: Volume II Connections (ASD/LRFD)
AISC
Specification for Structural Steel Buildings: Allowable Stress Design and Plastic Design
AISC
Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts
AISC
Code of Standard Practice for Steel Buildings and Bridges
AISC
Allowable Stress Design (ASD) of Simple Shear Connections
AISC
Load and Resistance Factor Design (LRFD) of Simple Shear Connections
AISC
Load and Resistance Factor Design (LRFD) Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts
AISC
Load and Resistance Factor Design (LRFD) Specification for Structural Steel Buildings
AISC
Manual of Steel Construction, Load and Resistance Factor Design (LRFD)
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
American Society for Testing and Materials (ASTM) ASTM A1
Standard Specification for Carbon Steel Tee Rails
ASTM A6/A6M
Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
ASTM A36/A36M
Standard Specification for Carbon Structural Steel
ASTM A53/A53M
Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless
ASTM A106
Standard Specification for Seamless carbon Steel Pipe for High-Temperature Service
ASTM A108
Standard Specification for Steel Bars, Carbon, and Alloy, Cold Finished
ASTM A123/A123M
Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
ASTM A143/A143M
Standard Specification for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement
ASTM A153/A153M
Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A193/A193M
Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for HighTemperature Service
ASTM A194/A194M
Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure or HighTemperature Service, or Both
ASTM A307
Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
ASTM A325
Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
ASTM A325M
Standard Specification for High-Strength Bolts, Steel, Heat Treated 830 MPa Minimum Tensile Strength [Metric]
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ASTM A384/A384M
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Standard Practice for Safeguarding Against Warpage and Distortion during Hot-Dip Galvanizing of Steel Assemblies
ASTM A385
Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip)
ASTM A490
Standard Specification for Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength
ASTM A490M
High Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural Steel Joints (Metric)
ASTM A500
Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
ASTM A501
Standard Specification for Hot-Formed, Welded and Seamless Carbon Steel Structural Tubing
ASTM A563
Standard Specification for Carbon and Alloy Steel Nuts
ASTM A563M
Standard Specification for Carbon and Alloy Steel Nuts [Metric]
ASTM A572/A572M
Standard Specification for High-Strength Low Alloy Columbium-Vanadium Structural Steel
ASTM A653/A653M
Standard Specification for Steel Sheet, ZincCoated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process
ASTM A759
Standard Specification for Carbon Steel Crane Rails
ASTM A780
Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings
ASTM A786/A786M
Standard Specification for Hot-Rolled Carbon, Low-Alloy, High-Strength Low-Alloy, and Alloy Steel Floor Plates
ASTM A992/A992M
Standard Specification for Structural Steel Shapes
ASTM A1008/A1008M
Standard Specification for Steel, Sheet, Cold Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
ASTM A1011
Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability
ASTM B695
Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel
ASTM E376
Measuring Coating Thickness by Magnetic-Field or Eddy-Current (Electromagnetic) Examination Methods
ASTM F436
Standard Specification for Hardened Steel Washers
ASTM F436M
Standard Specification for Hardened Steel Washers [Metric]
ASTM F606
Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets
ASTM F606M
Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets [Metric]
ASTM F959
Standard Specification for Compressible-WasherType Direct Tension Indicators for Use with Structural Fasteners
ASTM F959M
Standard Specification for Compressible-WasherType Direct Tension Indicators for Use with Structural Fasteners [Metric]
ASTM F1554
Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength
American Petroleum Institute (API) API SPEC 5L
Specification for Line Pipe
American Welding Society (AWS) ANSI/AWS D1.1/ D1.1M
Structural Welding Code – Steel
ANSI/AWS D1.3/ D1.3M
Structural Welding Code – Steel Sheet
European Standards
EN 10204
BS EN 10204: Metallic Products Page 6 of 29
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BS EN 10025-2
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Hot Rolled Products of Structural Steel
National Association of Architectural Metals Manufacturers (NAAMM) NAAMM MBG 531
Metal Bar Grating Manual
NAAMM MBG 532
Heavy Duty Metal Bar Grating Manual
Process Industry Practices (PIP) STF05501
Fixed Ladders and Cages
STF05511
Fixed Industrial Stairs
STF05520
Pipe Railing for Walkway and Working Surface Details
STF05530
Grating Details
Steel Deck Institute (SDI) SDI Design Manual for Composite Decks, Form Decks and Roof Decks – No. 30
Steel Joist Institute (SJI) SJI Standard Specifications and Load Tables
U.S. Federal Communications Commission (FCC) U.S. FCC
Rules and Regulations, Part 17
U.S. Department of labor, Occupational Safety and Health Administration (OSHA) OSHA 29 CFR Part 1926
4
Products and Materials 4.1
4.2
Material Requirements 4.1.1
All material shall be of new stock.
4.1.2
The minimum thickness of any part of a structural shape shall be 5 mm.
4.1.3
Where contact of dissimilar metals will cause galvanic corrosion, a suitable insulating material shall be provided between the metals.
Structural Shapes, Plates & Bars ASTM A36 / ASTM A36M (for plates, bars, M, S, HP, C, M, C and L-shapes);
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
ASTM A572 / ASTM A572M, or ASTM A992 / ASTM A992M (for WT and W–shapes). Commonly accepted structural steel materials and shapes other than ASTM may be used in accordance with Appendix 1 of this specification. Any difference(s) in the material dimensions, section properties, yield strength or tensile strength shall be accounted for in the design calculations. Commentary Note: Universal Beams and Universal Columns (UB & UC) and split tees rolled to BS EN 10025-2 S355JR/JO may be used as substitutes for W & WT shapes. Commonly accepted shapes include shapes specified to Japanese Standards (JS), British Standards (BS), European Standards (EuroNorm) and German Standards (DIN).
4.3
Pipe Columns & Handrail Pipe for columns or handrail shall be per ASTM A53 Type E or S, Grade B, ASTM A106 Grade B or API SPEC 5L, Grade B.
4.4
Structural Tubing Structural tubing shall be per ASTM A501 or ASTM A500 Grade B.
4.5
Metal Decking Floor and Roof metal deck shall be cold-formed steel sheets conforming to ASTM A653/A653M or ASTM A1008/A1008M or equal having a minimum yield strength of 228 N/mm² (33,000 psi). The metal deck shall be galvanized and receive a protective coating of zinc conforming to ASTM A653, G90 Coating Designation. Design shall be in accordance with "SDI Design Manual for Composite Decks, Form Decks and Roof Decks, No. 30."
4.6
High Strength Bolt Assemblies Bolt - ASTM A325/A325M Type I or ASTM A490/A490M, if specified on the design drawings Washer - ASTM F436/F436M Direct Tension Indicator (D.T.I.) Washers - ASTM F959/F959M, when specified on the design drawings Heavy Hex Nut - ASTM A563 Grade DH or ASTM A563M Grade 10S
4.7
Standard Bolt Assemblies Bolt - ASTM A307 Grade A, (Hex ¼" - 1½" diameter)
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Washer - ASTM F436/F436M Nut - ASTM A563/A563M Grade A, Heavy Hex 4.8
Anchor Bolt Assemblies shall be in accordance with Standard Drawing AB-036322 Sht. No. 001 (Rev. No. 07 or later) and the following material specifications: Threaded Anchor Bolts - ASTM A36 / ASTM A36M or ASTM F1554, Gr. 36 Headed Bolts - ASTM A307 Grade A (Hex ½" - 1½" diameter, Heavy Hex over 1½" diameter) Washers - ASTM F436 or ASTM F436M Plate Washers - ASTM A36 / ASTM A36M Nuts - ASTM A563 Grade A, Heavy Hex or ASTM A563M
4.9
High Strength Anchor Bolt Assemblies shall be in accordance with Standard Drawing AB-036322 Sht. No. 001 (Rev. No. 07 or later) and the following material specifications: Anchor Bolts - ASTM A193 / ASTM A193M Gr. B7 or ASTM F1554, Gr. 105 Heavy Hex Nuts - ASTM A194 or ASTM A194M or ASTM A563, DH Washers - ASTM F436 or ASTM F436M Plate Washers - ASTM A36 / ASTM A36M
4.10
Shear Connectors (for composite construction) - Headed Studs ASTM A108 Grade 1010 through 1020, ANSI/AWS D1.1 Section 7, Type B
4.11
Welding Filler Metal Welding filler metal shall be per ANSI/AWS D1.1, Section 3.3 (including Table 3.1) low hydrogen with an electrode strength of 58 ksi (400 MPa) minimum yield strength and 70 ksi (480 MPa) minimum tensile strength. (For example, use E70XX for SMAW, F7XX-EXXX for SAW, ER70S-X for GMAW, and E7XT-X for FCAW.) However, E60XX (410 MPa) electrodes may be used for tack welding.
4.12
Crane Rails Rails 60 lb/yd to 84 lb/yd (30 kg/m to 42 kg/m) – ASTM A1 Page 9 of 29
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Rails 104 lb/yd to 175 lb/yd (52 kg/m to 88 kg/m) – ASTM A759 4.13
Checkered Floor Plates ASTM A786 / ASTM A786M Pattern 2 or 4 and ASTM A36/A36M
4.14
Steel Bar Grating and Grating Stair Treads Steel Bar Grating and Grating Stair Treads shall be per ASTM A1011/A1011M, galvanized per ASTM A123 and comply with NAAMM MBG 531 & MBG 532. Steel grating shall be rectangular type, with plain 3/16-inch x 1-1/4-inch (5-mm x 32-mm bearing bars on 1-3/16-inch (30-mm) spacing with cross bars on 4-inch (100-mm) spacing. Grating stair treads shall have abrasive or checkered plate nosing.
4.15
Grating Fasteners Grating shall be securely fastened to the supporting members as shown in NAAMM MBG531 and PIP STF05530. When grating clips are used, they shall be from a recognized manufacturer with a published datasheet and written installation procedures including tightening criteria. The grating fasteners shall be of a design that permits installation by a single worker without requiring access to the underside of the grating. The grating clips shall be stainless steel or shall be galvanized per ASTM A153 / ASTM A153M or ASTM B695.
4.16
Steel Joists SJI Standard Specifications and Load Tables
5
Galvanizing, Painting and Coating 5.1
Fireproofed Steel 5.1.1
Galvanized steel is acceptable under cementatious fireproofing. Galvanized steel that will receive intumescent fireproofing materials must be brush-off blasted (sweep blast) and then receive an APCS-1B primer prior to the application of the intumescent fireproofing.
5.1.2
Bare carbon steel that will receive fireproofed shall be prepared as follows: a)
A full APCS-1B system (primer and top coat(s)) shall be applied under cementatious fireproofing materials.
b)
APCS-1B primer shall be applied prior to the application of the intumescent fireproof materials.
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5.2
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Galvanizing 5.2.1
All materials, except ASTM A193, ASTM A194, ASTM A490 or ASTM A490M bolts, and crane rails, shall be galvanized. Steel embedded in concrete (including ASTM A36, ASTM A307 and ASTM F1554 anchor bolts) shall be hot-dip galvanized.
5.2.2
Galvanizing of steel shapes, plates and hardware shall be in accordance with the following ASTM specifications:
5.2.3
5.2.4
a)
Steel shapes and plates - ASTM A123
b)
ASTM A325 Type 1 or ASTM A325M Type 1 bolts and corresponding nuts and washers -ASTM B695 or ASTM A153 / ASTM A153M.
c)
ASTM A36 / ASTM A36M threaded bar or ASTM A307 bolts and corresponding nuts and washers - ASTM A153 / ASTM A153M or ASTM B695
d)
All bolts, nuts, and washers shall meet required mechanical properties after galvanizing.
General Fabrication 5.2.3.1
It shall be the Fabricator's responsibility to safeguard against embrittlement and warpage per ASTM A143 and ASTM A384. Fabrication details shall meet the requirements of ASTM A385 to allow for the creation of high quality zinc coatings.
5.2.3.2
Whenever practical, cutting, drilling and welding shall be performed before galvanizing. The Fabricator shall remove weld slag before galvanizing.
5.2.3.3
The edges of tightly contacting surfaces shall be completely seal welded.
5.2.3.4
Vent holes shall be provided for piping or tubular assemblies as required by ASTM A385. The vent holes shall be located in the bottom side to prevent rainwater accumulation.
5.2.3.5
The Fabricator before proceeding shall bring potential problems that require a modification in design to the attention of the Buyer.
Galvanizing of Steel Hardware Page 11 of 29
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5.2.5
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
5.2.4.1
Nuts shall be tapped oversize in accordance with ASTM A563/A563M.
5.2.4.2
Nut threads shall be retapped after hot-dip galvanizing to provide proper fit.
5.2.4.3
Direct tension indicators, if used, shall be mechanically galvanized by the manufacturer according to the requirements of Class 50 of ASTM B695.
5.2.4.4
Anchor bolt coatings shall be in accordance with Standard Drawing AB-036322 Sht. No. 001 (Rev. No. 07 or later).
Inspection of Galvanized Steel The Buyer reserves the right to inspect and reject all galvanized steel in accordance with the provisions of ASTM A123 and ASTM E376.
5.2.6
Repair of Galvanized Steel 5.2.6.1
Any damage to galvanizing shall be repaired in accordance with ASTM A780.
5.2.6.2
Before repair of damaged galvanized coating, exposed substrate metal shall be cleaned to bright metal and free of all visual rust, oil, or grease. Any non-adhering galvanizing shall be removed to the extent that the surrounding galvanizing is integral and adherent.
5.2.6.3
When surface defects exceed 2% of a member's area, the defects shall be repaired by redipping the member in the zinc bath.
5.2.6.4
Cold repair using an organic zinc rich coating (primer in APCS-1C) is allowed if the total damaged area is less than 1% of the total coated area of the member being repaired and no single repair is greater than 1300 mm² or 300 mm long. The dry film thickness shall be 0.05 to 0.08 mm (2 to 3 mils) and contain a minimum of 65% zinc dust by weight.
5.2.6.5
Hot repairs shall be made in the shop if any of the following conditions exist: a.
Total damaged area is greater than 1% but less than 2% of the total coated area of the member being repaired
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5.3
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
b.
Any single repair is at least 2 in² (1,300 mm²) in area
c.
Any single repair is 12-inches (300 mm) long or more
5.2.6.6
Hot repair shall be made using zinc alloy rod or powder manufactured for the repair of galvanized steel.
5.2.6.7
Flux, heavy ash, or heavy dross inclusions shall be removed by brushing, grinding, or filing as required.
5.2.6.8
Galvanized steel which has been rejected shall be stripped, regalvanized, and submitted again for inspection.
5.2.6.9
Correction of excessive warpage that exceeds ASTM A6/A6M criteria, shall be by press straightening when possible. The application of localized heating to straighten must be approved by the Chairman of the Onshore Structures Standards Committee.
5.2.6.10
If galvanized tension control bolts are used, all bare steel surfaces (i.e., bolt ends) shall be repair galvanized per this section.
Painting and Coatings 5.3.1
Where hot-dip galvanizing cannot be done after fabrication, uncoated locations shall be painted in accordance with the Saudi Aramco Engineering Standards SAES-H-001, SAES-H-100 and SAES-H-101.
5.3.2
Where fireproofing of structural steel is specified, the steel shall be coated with materials that are qualified and approved in accordance with SAES-H-001, APCS-1B, Epoxy Coated System with Epoxy Primer.
5.3.3
Shop painting is not required unless specified in the Purchase Order, except for communication towers, which require painting, aviation marking and lighting as follows: a)
Surface preparation and dry film thickness requirements shall be in accordance with SAES-H-101, APCS-1E.
b)
Minimum and maximum overcoating times must be in strict accordance with the Manufacturer's Product Data Sheet, and all coatings must be qualified and approved in accordance with SAES-H-101, APCS-1E.
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c)
5.4
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Aviation Marking: Colors for the two cover coats shall meet the requirements specified in the U.S. Federal Communications Commission, U.S. FCC Rules and Regulations, Part 17.
5.3.4
Floor plate shall be coated with an anti-skid paint per SAES-H-101, APCS-12, when required to be shop applied in the contract documents.
5.3.5
High-strength anchor bolts shall be coated in accordance with Standard Drawing AB-036322 Sht. No. 001 (Rev. No. 07 or later).
Fixed Ladders and Cages For Fixed Ladders and Cages details refer to drawings as per PIP STF05501.
5.5
Fixed Industrial Stairs For fixed industrial stairs, refer to drawings as per PIP STF05511.
5.6
Pipe Railing for Walkway and Working Surfaces For pipe railing for walkway and working surfaces details, refer to drawings as per PIP Standard STF05520. Angle railing shall not be used.
5.7
Grating Details For grating details refer to PIP STF05530.
6
Fabrication 6.1
General 6.1.1
All fabrication shall be in accordance with the AISC Code of Standard Practice for Steel Buildings and Bridges and either the AISC Specification for Structural Steel Buildings: Allowable Stress Design and Plastic Design or the AISC LRFD Specification for Structural Steel Buildings, as applicable, subject to modification by the contract documents.
6.1.2
All structural steel shall be made by open hearth, basic oxygen or electric furnace process. Bessemer steel is not acceptable.
6.1.3
No rimmed or capped steel shall be used.
6.1.4
Structural steel pipe shall be limited to seamless or electric-welded, straight-seam pipe. Where steel pipes or tubing are used, all open ends shall be sealed to prevent internal corrosion.
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.1.5
The welding symbols used on plans and shop drawings shall be per the American Welding Society (AWS). The field connection symbols shall distinguish between assembly yard and erection site connections.
6.1.6
All welding shall be in accordance with ANSI/AWS D1.1/D1.1M, Structural Welding Code – Steel or ANSI/AWS D.1.3, Structural Welding Code – Sheet Steel, as appropriate.
6.1.7
Shop splices, substitutions of member sizes, or changes in details or dimensions shall not be permitted without written authorization from the Chairman of the Onshore Structures Standards Committee.
6.1.8
In order to reduce field connections to a minimum, shop assembly shall be as complete as possible, consistent with the feasibility and economy of the handling and shipping of the assembled units. Sections or assemblies too long for shipment shall be provided with field joints of the same member strength. Lifting lugs for lifting of fully assembled structural units shall be designed for attachment to primary structural members only. Lifting lugs shall be attached by means of a complete joint-penetration groove weld when the assembly weight exceeds 3000 kg (see paragraph 7.5.e).
6.1.9
All beams, except cantilevers, shall be fabricated with natural mill camber in the up position.
6.1.10
All re-entrant corners shall be shaped, notched-free, to a radius.
6.1.11
Fabricator, when performing shop assembly work, shall not exceed the tolerances specified in AISC Code of Standard Practice for Steel Buildings and Bridges , Section 7.11.
6.1.12
Base plate hole sizes for structural steel columns shall be as follows: Anchor bolts ¾ to 1 inch (20-24 mm) – 5/16 inch (8 mm) oversize Anchor bolts 1 to 2 inch (25-50 mm) – ½ inch (12 mm) oversize Anchor bolts over 2 inch (50 mm)
– 1 inch (25 mm) oversize
6.1.13
All pieces shall be clearly marked with permanent identifying erection mark number. Method and location of marking shall be approved by Buyer.
6.1.14
Before surface preparation, the Fabricator shall remove all sharp corners, burrs (including bolt hole burrs), weld spatter, slag, weld flux, loose mill scale and other foreign matter.
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6.2
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.1.15
Exposed corners, edges, burrs or rough spots on handrails, guards, ladders, platforms and stairs, which might cause injury to personnel using the assembled structure, shall be ground or filed smooth.
6.1.16
Platforms, stairways and handrails shall be shop-assembled in the largest units suitable for handling and shipping. Ladder cages shall be shop assembled on ladders.
6.1.17
The method for fastening grating shall be as specified on the design drawings. A minimum of two fasteners per panel shall be used at each support, with a minimum of four fasteners per panel. The fasteners shall be supplied by the Fabricator with 5% extra to cover losses.
6.1.18
Grating / checkered plate openings dimensioned on the design drawings shall be cut and banded in the shop as shown on the design drawing. Un-dimensioned grating/checkered plate openings will be cut in the field by others.
6.1.19
Joints perpendicular to the span of grating and checkered plate flooring shall occur only over support members.
6.1.20
Checkered plate shall have ½ inch (12 mm) diameter drain holes (when specified on contract drawings) provided for each 20 ft² (2 m²) of area, with a minimum of one hole per panel.
Connections All connections shall be either engineer-designed, fabricator-selected, or fabricator-designed. Unless otherwise noted on the design drawings, all connections not fully detailed on the design drawings shall be fabricatordesigned. 6.2.1
Engineer-Designed Connections 6.2.1.1
Engineer-designed connections will be fully designed and detailed on the design drawings and shall be furnished as shown.
6.2.1.2
Engineer-designed connections shall be only those connections fully detailed on the design drawings, showing all fastener sizes, arrangement, dimensions, and all connection material, and weld types and sizes. The fabricator shall reflect this information on shop drawings.
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6.2.1.3
6.2.2
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Requests to deviate from the specific details of any engineer-designed connection by the Fabricator must be in writing, with written approval from Saudi Aramco.
Fabricator-Selected Connections Fabricator-selected connections are usually simple connections (shear only). The Fabricator shall detail these connections by selecting Standard details from the AISC Allowable Stress Design Manual Part 4, Table II or Table III.
6.2.3
Fabricator-Designed Connections 6.2.3.1
Fabricator-Designed connections shall be designed and detailed by the Fabricator to carry all loads shown on the design drawings or as specified in the contract documents.
6.2.3.2
The Fabricator shall have an experienced Structural Engineer design or supervise the design of all fabricatordesigned connections.
6.2.3.3
Fabricator-designed connections shall meet all requirements of the contract documents. In all cases, design shall consider the entire joint (including beams, girders, columns, and bracing) and shall take into account bolt shear, combined bolt tension and shear, prying action, local bending, coped beam capacities, block shear, web buckling, etc. The Fabricator shall design and furnish stiffeners for column webs, column flanges and elements of other members involved as determined by analysis.
6.2.3.4
If transfer forces (axial forces at ends of beams and girders) are shown on the design drawings, framed beam connections shall be designed to carry the transfer forces in combination with the beam end reactions.
6.2.3.5
Sample engineering calculations for each type of Fabricator-designed connection shall be sealed and signed by the responsible Structural Engineer who designed or supervised the design of the connections. Additionally, where required by the Contract Documents, all shop drawings containing Fabricator-designed connections shall be sealed and signed by the responsible Structural Engineer and shall be submitted to the Saudi Aramco Representative for review. Page 17 of 29
Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
6.2.3.6
6.2.4
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Review of shop drawings detailing Fabricator-Designed connections and engineering calculation sheets by the Saudi Aramco Representative does not relieve the Fabricator of the responsibility for both the design adequacy and detailing of connections designed by the Fabricator.
Allowable Stress Increase The Fabricator shall not increase allowable stresses in the design of connections (i.e., no one-third increase for wind and seismic as required by ASD), unless noted otherwise on the design drawings (if LRFD design is used).
6.2.5
Bolted Connections 6.2.5.1
Design, detailing, and fabrication of bolted connections shall be in accordance with either the AISC Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) method, as noted in the contract documents.
6.2.5.2
Connection design shall conform to the following standards: a)
AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts
b)
AISC Manual of Steel Construction (ASD) or AISC Manual of Steel Construction (LRFD)
c)
AISC Manual of Steel Construction: Volume II, (ASD/LRFD)
d)
AISC Detailing for Steel Construction
6.2.5.3
ASTM A325/A325M high-strength bolts, ¾ inch (20 mm) in diameter, shall be used in all bolted structural connections, unless otherwise noted in the contract documents. However, larger ASTM A325/A325M bolts may be used when required to meet connection capacity requirements and shall be clearly flagged on the erection drawings.
6.2.5.4
All ASTM A325 or ASTM A325M high-strength bolts, shall be Type 1, galvanized. Galvanized washers and nuts shall be furnished for galvanized bolts.
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.2.5.5
All bolts, nuts, and washers shall be properly identified and marked with the material grade and manufacturer's logo if required by respective ASTM standard. All fasteners not so marked shall be rejected. Should any unmarked fasteners be installed, they shall be removed. Mechanical testing of unmarked fasteners shall not constitute justification for their use.
6.2.5.6
The minimum design capacity of all bolted, or mixed bolted and welded, framed-beam connections shall be the member end reaction shown on the design drawings. When the member end reaction is not shown, the minimum design capacity shall be one-half of the total uniform load capacity as shown in the Allowable Uniform Load Tables in Part 2 of the AISC Manual of Steel Construction (ASD) for the given beam size, span and grade of material. Unless otherwise specified in the contract documents.
6.2.5.7
The minimum number of bolts in a framed beam connection shall be two bolts.
6.2.5.8
High-strength bolted connections shall be bearing-type with threads included in the shear plane (A325-N). Slip-critical connections (A325-SC) shall be used when noted on the contract documents. All high-strength bolts shall be fully tightened as per paragraph 6.2.5.18, unless they are clearly identified on the design drawings to be tightened only to a snug-tight condition.
6.2.5.9
Ladder, stair tread, purlin, girt, doorframe and handrail connections may be made with standard machine bolts, conforming to ASTM A307.
6.2.5.10
ASTM A307 bolts, when used, shall be limited in size to 5 8 inch (16 mm) diameter and smaller.
6.2.5.11
All bolt holes shall be standard holes with a diameter 1 inch (1 mm) larger than the nominal bolt diameter, 16 unless otherwise specified on the design drawings or noted in the following subsections.
6.2.5.12
For framed-beam bearing connections, horizontal shortslotted holes are permitted in the outstanding leg of clip angles.
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.2.5.13
For framed-beam slip-critical connections, oversized or horizontal short-slotted holes may be used in the outstanding legs of clip angles. However, in both these cases bolt shear allowable loads are reduced, as shown in Table I-D, Part 4, of the AISC Allowable Stress Design Manual.
6.2.5.14
For slotted holes, the long direction of the slot shall be perpendicular to the load direction. All slotted or oversize hole dimensions shall be per Table 1 of the AISC ASD Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts or AISC LRFD Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts
6.2.5.15
Hardened washers shall be provided under all bolt heads and/or nuts adjacent to any ply with oversized or slotted holes. For standard holes, a minimum of one hardened washer shall be supplied with each bolt.
6.2.5.16
If direct tension indicator washers are used, they shall conform to ASTM F959/F959M, and shall be installed according to the manufacturer's published specifications.
6.2.5.17
Where high-strength bolts are used, "turn-of-nut" or "load indicating washer" methods may be used for bolt tightening. Temporary shop erection bolts must be removed and replaced with high-strength bolts. A marking system shall be used to mark high-strength bolted connections after tightening is completed.
6.2.5.18
All bolt lengths shall be determined from the Commentary on Specifications for Structural Joints Using ASTM A325 or ASTM A490 Bolts, Table C2.
6.2.5.19
A minimum of 5% extra quantities of each bolt size and length, including nuts and washers, shall be furnished by the fabricator for field erection.
6.2.5.20
All column splices shall be field-bolted and conform to AISC Detailing f or Steel Construction , Appendix D.
6.2.5.21
A washer shall be furnished with each anchor bolt. Plate washer thicknesses shall be as shown on the design drawings.
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6.2.6
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.2.5.22
All nuts for high-strength bolts shall be wax-dipped to reduce torque during installation.
6.2.5.23
As required by OSHA 29 CFR 1926 Subpart R, when two structural members on opposite sides of a column web, or a beam web over a column, are connected sharing common connection holes, the fabricator shall provide means of supporting one member while erecting the other member. Unless the means of support is indicated in the contract documents, the fabricator may provide one additional row of bolts in the member to be erected first, an erection seat for the member to be erected first, or other suitable means. Unless additional loading is indicated, the erection seat shall be sized and attached to the column or supporting beam web with sufficient bolts to support the dead weight of the member. See the OSHA document for additional information.
Welded Connections 6.2.6.1
Design, detailing, and fabrication of all welded connections shall be in accordance with either AISC's Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) method, as noted in the Contract Documents.
6.2.6.2
ASD based welded connection design shall conform to ANSI/AWS D1.1, AISC Manual of Steel Construction (ASD), AISC Manual of Steel Construction : Volume II Connections (ASD/LRFD), and AISC Detailing for Steel Construction .
6.2.6.3
LRFD based welded connection design shall conform to ANSI/AWS D1.1, AISC Manual of Steel Construction (LRFD), and AISC Detailing for Steel Construction.
6.2.6.4
The minimum design capacity of all welded framed beam connections shall be the member end reaction shown on the design drawings. When the member end reaction is not shown on the design drawings, the minimum design capacity shall be one-half of the total uniform load capacity as shown in the Allowable Uniform Load Tables in Part 2 of the AISC Manual of Steel Construction (ASD) for the given beam size, span and grade of material, unless otherwise specified in the Contract Documents.
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Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
6.2.7
6.2.8
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.2.6.5
The minimum fillet weld size is 3/16 inch (5 mm) for structural welds. Seal welds may be 1/8 inch (3 mm) minimum fillet weld.
6.2.6.6
All structural strength welding shall be continuous, unless alternate procedures are approved by the Chairman of the Onshore Structures Standards Committee.
6.2.6.7
The Fabricator shall design and install erection clips for field-welded connections.
6.2.6.8
Field connections for random-length materials of handrail and ladder cage assemblies shall be welded.
6.2.6.9
Continuous seal-welding shall be used in places that are not self-draining or where crevice corrosion is likely to occur. If seal-welding is not practical, alternative methods of sealing shall be used with the approval of the Saudi Aramco Representative.
6.2.6.10
Fabricator shall remove all run-off bars and extension tabs.
Shop and Field Connections 6.2.7.1
All field connections shall be bolted and all shop connections shall be either bolted or welded, unless otherwise shown on the design drawings.
6.2.7.2
Single-angle shear connections shall not be used.
6.2.7.3
To ensure electrical continuity when shop-applying nonconductive coatings (i.e., epoxies), all contact surfaces shall be masked unless otherwise noted in the contract documents. All locations of no-paint or areas requiring full masking or strip masking shall be noted on the shop drawings
Bracing Connections 6.2.8.1
Unless otherwise noted on the design drawings, connections for pre-assembled bracing and truss members shall be designed for the forces shown on the design drawings, however, not less than 50% of allowable tension capacity of the members or 6 kips (27 Kn), whichever is greater. The allowable tension capacity shall be calculated using the
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
gross cross section of the member. A minimum of two bolts per connection is required. 6.2.8.2
All cross-bracing shall be bolted at intersections, with one bolt minimum for angles and two bolts minimum for tees.
6.2.8.3
All heavy bracing connections, including gusset plates, shall be designed according to either the AISC Manual of Steel Construction : Volume II Connections (ASD/LRFD), Chapter 7 or the AISC Manual of Steel Construction (LRFD): Volume II, Part II, as applicable.
6.2.8.4
All gusset and stiffener plates shall be 3/8 inch (10 mm) minimum thickness. For minor structures such as platforms and miscellaneous structures, ¼ inch (6 mm) thick gusset and stiffener plates may be used. The minimum thickness for connection plates in electrical transmission towers or communication towers shall be ¼ inch (6 mm).
6.2.8.5
All vertical bracing and knee bracing shall have gusset plates on column centerlines, unless otherwise noted on the design drawings.
6.2.8.6
Unless otherwise noted on the design drawings, the following working points shall be used: a)
For vertical bracing at the intersection of a column, beam and brace, the gusset plate shall be connected to both beam and column. The work point shall be the point at which the beam and column centerlines intersect.
b)
For the connection of K-braces to nominal beams 10 inches (250 mm) or smaller, the working point shall be the intersection of the horizontal centerline of the beam and the centerline of the bay.
c)
For the connection of K-braces to nominal beams 12 inches (300 mm) or larger, the working point shall be the intersection of a horizontal line 5-inches (125 mm) below the top flange when the brace is above the beam, or 5-inches (125 mm) above the bottom flange when the brace is below the beam, and the centerline of the bay.
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Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
6.2.9
6.3
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Connections for Concrete Fireproofed Members 6.2.9.1
Connections for members fireproofed with concrete shall be detailed to minimize blockouts in shop applied fireproofing.
6.2.9.2
Gusset plates for vertical or horizontal bracing members and single-plate shear connections for beams shall extend outside fireproofing a sufficient length to make the connection with the fireproofing in place.
6.2.9.3
Handrails shall not be connected to fireproofed columns.
Handling, Shipping, and Delivery 6.3.1
Handling and Shipping 6.3.1.1
Delivery of steel shall be in the order needed for erection. The delivery sequence for the fabricated steel, unless otherwise noted in the contract documents or arranged by Saudi Aramco, shall be as follows: anchor bolts, loose base plates, steel embedded in concrete, erection bolts, first tier columns and framing for all its levels (including stairs and handrail), second tier columns and its framing, etc.
6.3.1.2
All bolts, washers and nuts shall be packaged and delivered in rigid, weatherproof containers. Cardboard containers are not acceptable.
6.3.1.3
Railcars and/or trucks shall be loaded and cribbed so that they can be readily unloaded by others. Load in such a manner that continuous drainage will occur.
6.3.1.4
The Fabricator shall ensure that all steel and its coatings are protected from any damage caused by handling, storage or shipping prior to receipt by the Buyer.
6.3.1.5
The Fabricator shall ensure that adequate protection is provided for threads on sag rods, anchor bolts, and any other threaded components so as to prevent damage during shipping and handling. Care shall be taken that holes and surfaces prepared for connection and the threads of bolts, anchors, mortises, etc., stay clean and undamaged.
6.3.1.6
The bottom of base plates shall be clean and free of any rust or corrosion.
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Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009
6.3.2
6.4
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Delivery 6.3.2.1
The Fabricator is responsible for delivering all materials and documentation to the job site in good condition. All material and documentation will be inspected immediately upon receipt by Buyer to determine that all items included in the Bill of Materials have been supplied, to assure that all documentation has been received, and to check for any damage.
6.3.2.2
All materials designated for the care, custody and control of the Erector shall be received, unloaded, stored, and otherwise handled in a manner that will prevent distortion, deterioration, or damage.
6.3.2.3
Saudi Aramco reserves the right to reject all damaged or substandard material or documentation.
Erection and Shop Drawings 6.4.1
Shop drawings and erection drawings shall be prepared in accordance with the AISC documents listed in this specification.
6.4.2
Erection drawings shall reference the corresponding design drawings. Every steel piece on the shop drawings shall reference the appropriate erection drawing.
6.4.3
Erection and shop drawings shall be grouped in sets and identified separately for each structure or yard area.
6.4.4
Erection drawings shall clearly show the mark number and position for each member.
6.4.5
All fabricated steel sections shall be match-marked for field assembly with designating numbers or letters corresponding to the field erection drawings. Match-marking of steel shall be done with suitable paint, waterproof ink or with pressed metal tags.
6.4.6
In addition to the Fabricator's identification marks, each item or bundle of walkways and platforms shall be marked with a unique tag number to clearly indicate its associated equipment. Each item or bundle of walkways and platforms shall also be indicated on the erection drawings.
6.4.7
Shop drawings shall state the welding procedure to be used.
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6.5
7
12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
6.4.8
Shop drawings shall clearly show the specification and grade of steel to be used.
6.4.9
The buyer's purchase order number shall be shown on all erection and shop drawings.
6.4.10
Surface preparation and shop-applied coatings, including areas to be masked, shall be noted on the shop drawings.
6.4.11
The Fabricator shall provide a bolt list and a list of other fasteners showing the number, grade, size, and length of field bolts for each connection. These lists may be shown on either the shop drawings or on separate sheets.
6.4.12
In the event that drawing revisions are necessary, the Fabricator shall clearly flag on the shop drawings all changes showing the latest revisions.
Drawings Submittals 6.5.1
A Shipping List (including total weight), a Bolt List, and a minimum of two sets of final erection and shop drawings shall accompany the first shipment of each release.
6.5.2
Design drawings including foundation loading diagrams shall be provided for approval of the Buyer as specified in the Non-Material Requirements, Form NMR-7927 attached to the Purchase Order.
6.5.3
The foundation loading diagram to be provided by the Vendor shall show the type, size, location and projection of all anchor bolts for the metal system components, and the minimum length and width of the foundation required. Column reactions (magnitude and direction) and minimum base plate dimensions shall also be included.
Inspection and Testing 7.1
All NDT procedures shall be submitted to the Inspection Department / Operations Inspection Division (OID) ASNT Level-III for acceptance prior to work commencing.
7.2
The Buyer has the Right to inspect all materials and workmanship, and shall have unrestricted entry to the shop of the Fabricator at all times while work is being performed. The Buyer may reject improper, inferior, defective, or unsuitable materials and workmanship. All materials and workmanship rejected shall be repaired or replaced by the Fabricator as directed by the Buyer. The company
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
inspector shall have access to the vendor's facilities to see that SAES-H-100 quality elements are in place prior to and during blasting, priming and coating operations. 7.3
The Inspection Test Plan (ITP) shall be provided for review and approval by the company inspector.
7.4
Inspection and testing shall conform to this Specification and Saudi Aramco Inspection Requirements Forms 175-120100 or 175-120500 attached to the Purchase Order.
7.5
Welding procedures and individual welders shall be qualified in accordance with the requirements of ANSI/AWS D1.1/D1.1M or ANSI/AWS D1.3 as appropriate. All welding procedures and welding performance qualification records shall be made available to the Buyer's Inspector for review.
7.6
Inspection of welding shall be performed in accordance with the Structural Welding Code, ANSI/AWS D1.1/D1.1M. Ultrasonic testing may be substituted for radiography if approved by Saudi Aramco Inspection. a)
All welds shall have 100% visual inspection performed per ANSI/AWS D1.1. In addition, any strikes, gouges, and other indications of careless workmanship (such as surface porosity) shall be removed by grinding.
b)
Pipes used as piling (circumferential welds) and tubular structures shall be randomly radiographed at the rate of 10% [one weld of each ten (10) welds shall be 100% radiographed]. The specified amount of random radiography shall include X-ray samples from each welder's daily production.
c)
The butt-welded flange sections for all primary load-bearing members shall be 100% radiographed at the weld. Primary load-bearing members shall be defined as the main frames and any members that are part of the lateral load carrying system.
d)
Secondary members such as purlins, girts or rafters that are not part of the main sway frame, the butt-welds can be tested as follows; 10% of the buttwelds of each days production (randomly selected) shall have radiographic tests performed on the welds.
e)
All lifting lug connections shall be 100% radiographed. Procedures and operator qualifications shall meet ANSI/AWS D1.1 and be submitted to the Company Inspector for review and approval. For Skid-mounted equipment with a total lift weight of less than 3000 kg, it is acceptable to use fillet-welded lugs with dye penetrant inspection.
f)
The minimum percent coverage of the specified NDT method may be increased (at any level up to 100%) if, in the opinion of the Company Page 27 of 29
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Inspector, the welds are of questionable workmanship or NDT indicates an excessive number of defects. Additional or alternative NDT methods may be used at the discretion of the Company Inspector in order to assist in determining the type or extent of defects. 7.7
Material test reports for each heat of structural steel, each lot of high-strength and ASTM A307 bolts shall be available for review by the Buyer. Material test reports shall conform to EN 10204, Type 3.1.
7.8
The Buyer may require a quantity of representative samples of bolt assemblies which the Fabricator shall supply to the Buyer for testing. Testing in accordance with ASTM F606 or ASTM F606M will be at the Buyer's expense.
7.9
If any damage is discovered, or any parts, components, or documentation are missing or otherwise defective, the occurrence shall be immediately reported to the Buyer in writing.
7.10
Shop inspection may include, but not be limited to the following: Verification of conformance of materials with this Specification and the drawings. The limits of acceptability and repair of surface imperfections for structural steel shall be in accordance with ASTM A6 / ASTM A6M.
7.11
Inspection of high-strength bolted connections shall be in accordance with AISC Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts.
7.12
The buyer reserves the right to inspect and reject all galvanized steel in accordance with ASTM A123 and ASTM E376.
28 April 2004 30 April 2005 7 May 2006 3 September 2006
Revision Summary Major revision. Editorial revision; added requirements for fireproofed steel in Section 5.1 and updated Appendix 1 with revised ASTM Material Equivalency. Editorial revision as marked. Editorial revision as marked.
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12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel
Appendix 1 – ASTM Material Equivalency ASTM Materials ASTM A36/A36M
EN Materials EN 10025-2, Gr S275J0
ISO Materials
JIS Materials
ISO 630-95, E275 C
G3106-95, SM490A
ISO 9329-1, TS430
G3454-88, STPG 410
EN 10025-2, Gr S275JR ASTM A53
ISO 9330-1, TW430 ASTM A108, G1010
EN 10016-2, C10D
ISO 4954, CC 11 X
G1015
EN 10016-2, C15D
ISO 4954, CC 15 K
G1020
EN 10016-2, C20D
ISO 4954, CC 21 K
ASTM A307
No Substitute
No Substitute
No Substitute
ASTM A325
No Substitute
No Substitute
No Substitute
ASTM A325M
No Substitute
ISO 7412 per ASTM A325M
No Substitute
ASTM A500
EN 10219-1, S355J0H
G3444-94, STK490 G3466-88, STKR490
ASTM A501
EN 10210-1, S275J0H
G3444-94, STK490 G3466-88, STKR490
ASTM A563
No Substitute
No Substitute
No Substitute
ASTM A563M
No Substitute
ISO 4775 per ASTM A563M
No Substitute
ASTM A1011/A1011M
EN 10025-2, Gr S235JR
ISO 3573, HR1
G3131, SPHC
ASTM A572/A572M, G50
EN 10025-2, Gr S355JR
ISO 4950-2, E355DD
G3106, SM490YA
G65
EN 10025-2, Gr S450JO
ISO 4950-2, E460CC
G3106, SM570
ASTM A759
None
ISO 5003
E1101, E1103
ASTM A992/A992M
EN 10025-2, Gr S355JR
ISO 630-95, E355 C
G3106, SM490YA
EN 10025-2, Gr S355J0
G3106, SM570 G3136
Note: The minimum published yield strength may vary based on the material thickness. Refer to the appropriate material specification.
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