12-SAMSS-007

Materials System Specification12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 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 3 September 2006 Saudi Aramco DeskTop Standards Table of Contents 1 2 3 4 5 6 7 Scope............................................................. 2 Conflicts and Deviations................................. 2 References..................................................... 2 Products and Materials.................................. 7 Galvanizing, Painting and Coating............... 10 Fabrication.................................................... 14 Inspection and Testing................................. 26 Appendix 1 – ASTM Material 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. All rights reserved. Page 1 of 29 Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 1 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 from this specification. 2 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. 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. 2.2 3 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 SAES-H-100 SAES-H-101 Selection Requirements for Industrial Coatings Painting Requirements for Industrial Facilities Approved Protective Coating Systems Saudi Aramco Materials System Specification 12-SAMSS-008 Erection of Structural and Miscellaneous Steel Page 2 of 29 9th Edition Manual of Steel Construction: Volume II Connections (ASD/LRFD) Specification for Structural Steel Buildings: Allowable Stress Design and Plastic Design Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts Code of Standard Practice for Steel Buildings and Bridges Allowable Stress Design (ASD) of Simple Shear Connections Load and Resistance Factor Design (LRFD) of Simple Shear Connections Load and Resistance Factor Design (LRFD) Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts Load and Resistance Factor Design (LRFD) Specification for Structural Steel Buildings Manual of Steel Construction.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 Form 175-120500 Steel Structures Tower: Communication Saudi Aramco Forms and Data Sheets NMR-7927 3. Load and Resistance Factor Design (LRFD) Non-Material Requirements for Fabricated Structural Steel AISC AISC Page 3 of 29 .2 Industry Codes and Standards American Institute of Steel Construction (AISC) AISC AISC AISC AISC AISC AISC AISC AISC AISC Detailing for Steel Construction Manual of Steel Construction: Allowable Stress Design (ASD). 60. Welded and Seamless Standard Specification for Seamless carbon Steel Pipe for High-Temperature Service Standard Specification for Steel Bars. Carbon. Heat Treated 830 MPa Minimum Tensile Strength [Metric] ASTM A36/A36M ASTM A53/A53M ASTM A106 ASTM A108 ASTM A123/A123M ASTM A143/A143M ASTM A153/A153M ASTM A194/A194M ASTM A307 ASTM A325 ASTM A325M Page 4 of 29 .000 psi Tensile Strength Standard Specification for Structural Bolts. Plates. or Both Standard Specification for Carbon Steel Bolts and Studs. Steel. and Alloy.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel American Society for Testing and Materials (ASTM) ASTM A1 ASTM A6/A6M Standard Specification for Carbon Steel Tee Rails Standard Specification for General Requirements for Rolled Structural Steel Bars. Heat Treated. Steel. Black and Hot-Dipped. 120/105 ksi Minimum Tensile Strength Standard Specification for High-Strength Bolts. Cold Finished Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products Standard Specification for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement 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 Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High-Pressure or HighTemperature Service. Steel. Shapes. and Sheet Piling Standard Specification for Carbon Structural Steel Standard Specification for Pipe. Zinc-Coated. and Alloy Steel Floor Plates Standard Specification for Structural Steel Shapes Standard Specification for Steel. Sheet. Classes 10. Structural. Carbon.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel ASTM A384/A384M Standard Practice for Safeguarding Against Warpage and Distortion during Hot-Dip Galvanizing of Steel Assemblies Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip) Standard Specification for Heat-Treated Steel Structural Bolts. High-Strength Low-Alloy. High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability ASTM A385 ASTM A490 ASTM A490M ASTM A500 ASTM A501 ASTM A563 ASTM A563M ASTM A572/A572M ASTM A653/A653M ASTM A759 ASTM A780 ASTM A786/A786M ASTM A992/A992M ASTM A1008/A1008M Page 5 of 29 . 150 ksi Minimum Tensile Strength High Strength Steel Bolts. for Structural Steel Joints (Metric) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes Standard Specification for Hot-Formed. Low-Alloy.9 and 10.3. ZincCoated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process Standard Specification for Carbon Steel Crane Rails Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings Standard Specification for Hot-Rolled Carbon.9. ColdRolled. Welded and Seamless Carbon Steel Structural Tubing Standard Specification for Carbon and Alloy Steel Nuts Standard Specification for Carbon and Alloy Steel Nuts [Metric] Standard Specification for High-Strength LowAlloy Columbium-Vanadium Structural Steel Standard Specification for Steel Sheet. 3/ D1. Sheet and Strip. 36.1/ D1. High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel Measuring Coating Thickness by Magnetic-Field or Eddy-Current (Electromagnetic) Examination Methods Standard Specification for Hardened Steel Washers Standard Specification for Hardened Steel Washers [Metric] Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners. Carbon. Structural.1M ANSI/AWS D1. Washers. and Rivets [Metric] Standard Specification for Compressible-WasherType Direct Tension Indicators for Use with Structural Fasteners Standard Specification for Compressible-WasherType Direct Tension Indicators for Use with Structural Fasteners [Metric] Standard Specification for Anchor Bolts. and Rivets Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners. Hot-Rolled. Steel. 55 and 105-ksi Yield Strength ASTM B695 ASTM E376 ASTM F436 ASTM F436M ASTM F606 ASTM F606M ASTM F959 ASTM F959M ASTM F1554 American Petroleum Institute (API) API SPEC 5L Specification for Line Pipe American Welding Society (AWS) ANSI/AWS D1.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel ASTM A1011 Standard Specification for Steel.3M European Standards EN 10204 BS EN 10204: Metallic Products Page 6 of 29 Structural Welding Code – Steel Structural Welding Code – Steel Sheet . Washers. Plates & Bars ASTM A36 / ASTM A36M (for plates.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel BS EN 10025-2 Hot Rolled Products of Structural Steel National Association of Architectural Metals Manufacturers (NAAMM) NAAMM MBG 531 NAAMM MBG 532 Metal Bar Grating Manual Heavy Duty Metal Bar Grating Manual Process Industry Practices (PIP) STF05501 STF05511 STF05520 STF05530 Steel Deck Institute (SDI) SDI Design Manual for Composite Decks. Page 7 of 29 .2 All material shall be of new stock. 30 Steel Joist Institute (SJI) SJI Standard Specifications and Load Tables U.1. C and L-shapes).1 4. M. Structural Shapes. The minimum thickness of any part of a structural shape shall be 5 mm. Occupational Safety and Health Administration (OSHA) OSHA 29 CFR Part 1926 4 Products and Materials 4.1 Material Requirements 4. FCC Rules and Regulations. Department of labor.1. M. Form Decks and Roof Decks – No. HP.S. Federal Communications Commission (FCC) U. bars. C.2 4. Where contact of dissimilar metals will cause galvanic corrosion.1.S.S.3 4. a suitable insulating material shall be provided between the metals. S. Part 17 Fixed Ladders and Cages Fixed Industrial Stairs Pipe Railing for Walkway and Working Surface Details Grating Details U. Commonly accepted shapes include shapes specified to Japanese Standards (JS).4 Structural Tubing Structural tubing shall be per ASTM A501 or ASTM A500 Grade B. Any difference(s) in the material dimensions. ASTM A106 Grade B or API SPEC 5L.ASTM A307 Grade A.6 High Strength Bolt Assemblies Bolt . if specified on the design drawings Washer .I. The metal deck shall be galvanized and receive a protective coating of zinc conforming to ASTM A653. 4. or ASTM A992 / ASTM A992M (for WT and W–shapes).ASTM A325/A325M Type I or ASTM A490/A490M.ASTM A563 Grade DH or ASTM A563M Grade 10S 4.ASTM F959/F959M. 30. when specified on the design drawings Heavy Hex Nut . yield strength or tensile strength shall be accounted for in the design calculations. No. section properties.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. 4. Grade B.1½" diameter) Page 8 of 29 . 4. Form Decks and Roof Decks. 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.) Washers .T. British Standards (BS).000 psi). Grade B. Commonly accepted structural steel materials and shapes other than ASTM may be used in accordance with Appendix 1 of this specification.ASTM F436/F436M Direct Tension Indicator (D. (Hex ¼" . Design shall be in accordance with "SDI Design Manual for Composite Decks." 4.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel ASTM A572 / ASTM A572M. European Standards (EuroNorm) and German Standards (DIN). G90 Coating Designation.3 Pipe Columns & Handrail Pipe for columns or handrail shall be per ASTM A53 Type E or S.7 Standard Bolt Assemblies Bolt . 105 Heavy Hex Nuts .10 Shear Connectors (for composite construction) . B7 or ASTM F1554.11 Welding Filler Metal Welding filler metal shall be per ANSI/AWS D1.1 Section 7. Gr. Heavy Hex over 1½" diameter) Washers . 001 (Rev. use E70XX for SMAW. No. ANSI/AWS D1.ASTM A36 / ASTM A36M or ASTM F1554.ASTM F436 or ASTM F436M Plate Washers .ASTM A36 / ASTM A36M 4.9 High Strength Anchor Bolt Assemblies shall be in accordance with Standard Drawing AB-036322 Sht. 36 Headed Bolts .8 Anchor Bolt Assemblies shall be in accordance with Standard Drawing AB-036322 Sht.3 (including Table 3. DH Washers . Gr. F7XX-EXXX for SAW. Heavy Hex 4. Type B 4. and E7XT-X for FCAW.12 Crane Rails Rails 60 lb/yd to 84 lb/yd (30 kg/m to 42 kg/m) – ASTM A1 Page 9 of 29 . 4. Heavy Hex or ASTM A563M 4.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel Washer .ASTM A194 or ASTM A194M or ASTM A563.ASTM A307 Grade A (Hex ½" . (For example.ASTM F436/F436M Nut . No. 07 or later) and the following material specifications: Anchor Bolts . 07 or later) and the following material specifications: Threaded Anchor Bolts .Headed Studs ASTM A108 Grade 1010 through 1020.ASTM F436 or ASTM F436M Plate Washers .1½" diameter. No.1) low hydrogen with an electrode strength of 58 ksi (400 MPa) minimum yield strength and 70 ksi (480 MPa) minimum tensile strength. 001 (Rev. Section 3.ASTM A563 Grade A.ASTM A193 / ASTM A193M Gr.ASTM A563/A563M Grade A.1.) However. No. ER70S-X for GMAW.ASTM A36 / ASTM A36M Nuts . E60XX (410 MPa) electrodes may be used for tack welding. they shall be from a recognized manufacturer with a published datasheet and written installation procedures including tightening criteria.1. Steel grating shall be rectangular type. Painting and Coating 5.16 Steel Joists SJI Standard Specifications and Load Tables 5 Galvanizing. APCS-1B primer shall be applied prior to the application of the intumescent fireproof materials. When grating clips are used.1. galvanized per ASTM A123 and comply with NAAMM MBG 531 & MBG 532.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 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 4.1 Fireproofed Steel 5.14 Steel Bar Grating and Grating Stair Treads Steel Bar Grating and Grating Stair Treads shall be per ASTM A1011/A1011M. 4. 4. 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. The grating fasteners shall be of a design that permits installation by a single worker without requiring access to the underside of the grating.2 Page 10 of 29 .13 Checkered Floor Plates ASTM A786 / ASTM A786M Pattern 2 or 4 and ASTM A36/A36M 4. Bare carbon steel that will receive fireproofed shall be prepared as follows: a) b) A full APCS-1B system (primer and top coat(s)) shall be applied under cementatious fireproofing materials.1 Galvanized steel is acceptable under cementatious fireproofing.15 Grating Fasteners Grating shall be securely fastened to the supporting members as shown in NAAMM MBG531 and PIP STF05530. 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. The grating clips shall be stainless steel or shall be galvanized per ASTM A153 / ASTM A153M or ASTM B695. 5. 3. Vent holes shall be provided for piping or tubular assemblies as required by ASTM A385.1 It shall be the Fabricator's responsibility to safeguard against embrittlement and warpage per ASTM A143 and ASTM A384.3. Whenever practical. cutting.3.3. 5. ASTM A490 or ASTM A490M bolts. except ASTM A193. drilling and welding shall be performed before galvanizing. Galvanizing of steel shapes.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 5.2. nuts. ASTM A307 and ASTM F1554 anchor bolts) shall be hot-dip galvanized.2.ASTM A123 ASTM A325 Type 1 or ASTM A325M Type 1 bolts and corresponding nuts and washers -ASTM B695 or ASTM A153 / ASTM A153M. and crane rails.3 General Fabrication 5. ASTM A194. Steel embedded in concrete (including ASTM A36. 5.2.2. plates and hardware shall be in accordance with the following ASTM specifications: a) b) Steel shapes and plates .1 All materials.3.2 c) d) 5. The Fabricator before proceeding shall bring potential problems that require a modification in design to the attention of the Buyer.4 5. Fabrication details shall meet the requirements of ASTM A385 to allow for the creation of high quality zinc coatings.2.5 5.2.3 5.4 Galvanizing of Steel Hardware Page 11 of 29 . ASTM A36 / ASTM A36M threaded bar or ASTM A307 bolts and corresponding nuts and washers .2. shall be galvanized. The edges of tightly contacting surfaces shall be completely seal welded.2 Galvanizing 5.2. The vent holes shall be located in the bottom side to prevent rainwater accumulation. and washers shall meet required mechanical properties after galvanizing.2.2 5. The Fabricator shall remove weld slag before galvanizing.ASTM A153 / ASTM A153M or ASTM B695 All bolts. Anchor bolt coatings shall be in accordance with Standard Drawing AB-036322 Sht.6.2.6. No.6. shall be mechanically galvanized by the manufacturer according to the requirements of Class 50 of ASTM B695.2.2.4.1 5.2. Any non-adhering galvanizing shall be removed to the extent that the surrounding galvanizing is integral and adherent. Total damaged area is greater than 1% but less than 2% of the total coated area of the member being repaired Page 12 of 29 5.2 Any damage to galvanizing shall be repaired in accordance with ASTM A780.2. Nut threads shall be retapped after hot-dip galvanizing to provide proper fit.4 5. When surface defects exceed 2% of a member's area.4.2 5. 5. 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.6.1 5. Hot repairs shall be made in the shop if any of the following conditions exist: a. if used.4.2.5 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 E376.4. Direct tension indicators.2. The dry film thickness shall be 0. 001 (Rev. 07 or later).08 mm (2 to 3 mils) and contain a minimum of 65% zinc dust by weight.2.2.5 .6 Repair of Galvanized Steel 5.05 to 0. Before repair of damaged galvanized coating.2.2.3 5.6.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 5. or grease.4 5.3 Nuts shall be tapped oversize in accordance with ASTM A563/A563M. oil. the defects shall be repaired by redipping the member in the zinc bath. No. 5. exposed substrate metal shall be cleaned to bright metal and free of all visual rust. or filing as required.2. Flux.2.3.6. The application of localized heating to straighten must be approved by the Chairman of the Onshore Structures Standards Committee. Galvanized steel which has been rejected shall be stripped.3. 5. uncoated locations shall be painted in accordance with the Saudi Aramco Engineering Standards SAES-H-001.2. and all coatings must be qualified and approved in accordance with SAES-H-101.7 5.10 5.2. APCS-1E.6. 5. APCS-1B. Shop painting is not required unless specified in the Purchase Order.3 Painting and Coatings 5. shall be by press straightening when possible. which require painting.6.9 Any single repair is at least 2 in² (1. or heavy dross inclusions shall be removed by brushing.3 Page 13 of 29 .3. APCS-1E.300 mm²) in area Any single repair is 12-inches (300 mm) long or more Hot repair shall be made using zinc alloy rod or powder manufactured for the repair of galvanized steel. the steel shall be coated with materials that are qualified and approved in accordance with SAES-H-001.8 5.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel b.6. bolt ends) shall be repair galvanized per this section. and submitted again for inspection. SAES-H-100 and SAES-H-101. grinding.e. aviation marking and lighting as follows: a) b) Surface preparation and dry film thickness requirements shall be in accordance with SAES-H-101. regalvanized. If galvanized tension control bolts are used.6.6 5.. Correction of excessive warpage that exceeds ASTM A6/A6M criteria. 5. except for communication towers. Where fireproofing of structural steel is specified.2 5. Epoxy Coated System with Epoxy Primer. Minimum and maximum overcoating times must be in strict accordance with the Manufacturer's Product Data Sheet.1 Where hot-dip galvanizing cannot be done after fabrication. heavy ash. c.2. all bare steel surfaces (i. 6 Pipe Railing for Walkway and Working Surfaces For pipe railing for walkway and working surfaces details.3.1.1. High-strength anchor bolts shall be coated in accordance with Standard Drawing AB-036322 Sht. straight-seam pipe. 5. Angle railing shall not be used.1 General 6. Where steel pipes or tubing are used. 6 Fabrication 6. refer to drawings as per PIP STF05511. Federal Communications Commission.4 5. Part 17. refer to drawings as per PIP Standard STF05520.1 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. No. FCC Rules and Regulations.1.7 Grating Details For grating details refer to PIP STF05530. 5.3 6. All structural steel shall be made by open hearth.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel c) Aviation Marking: Colors for the two cover coats shall meet the requirements specified in the U. 001 (Rev. Structural steel pipe shall be limited to seamless or electric-welded. as applicable. when required to be shop applied in the contract documents. 07 or later). Bessemer steel is not acceptable. subject to modification by the contract documents. 6. APCS-12.4 Page 14 of 29 .S.2 6. Fixed Ladders and Cages For Fixed Ladders and Cages details refer to drawings as per PIP STF05501. basic oxygen or electric furnace process. U. No.4 Floor plate shall be coated with an anti-skid paint per SAES-H-101.3. 5.S. No rimmed or capped steel shall be used.5 5.5 Fixed Industrial Stairs For fixed industrial stairs.1. all open ends shall be sealed to prevent internal corrosion. 5. 1. shall not exceed the tolerances specified in AISC Code of Standard Practice for Steel Buildings and Bridges. Before surface preparation. Structural Welding Code – Sheet Steel.1. Shop splices.1.14 Page 15 of 29 . All re-entrant corners shall be shaped. slag.8 6.5. All beams.6 6. when performing shop assembly work. weld flux. except cantilevers.1/D1. weld spatter.1M. The field connection symbols shall distinguish between assembly yard and erection site connections. All welding shall be in accordance with ANSI/AWS D1.9 6.5 The welding symbols used on plans and shop drawings shall be per the American Welding Society (AWS).1. In order to reduce field connections to a minimum. shall be fabricated with natural mill camber in the up position.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6. Method and location of marking shall be approved by Buyer. Lifting lugs for lifting of fully assembled structural units shall be designed for attachment to primary structural members only. substitutions of member sizes.1. as appropriate.3.12 6. burrs (including bolt hole burrs).1. consistent with the feasibility and economy of the handling and shipping of the assembled units.1. to a radius.13 All pieces shall be clearly marked with permanent identifying erection mark number. notched-free. Structural Welding Code – Steel or ANSI/AWS D. 6. Fabricator. Section 7.1.11. the Fabricator shall remove all sharp corners.1.11 6. 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. or changes in details or dimensions shall not be permitted without written authorization from the Chairman of the Onshore Structures Standards Committee. shop assembly shall be as complete as possible.1. Lifting lugs shall be attached by means of a complete joint-penetration groove weld when the assembly weight exceeds 3000 kg (see paragraph 7.e).7 6.1.10 6. Sections or assemblies too long for shipment shall be provided with field joints of the same member strength. loose mill scale and other foreign matter. Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.1.2 Connections All connections shall be either engineer-designed. A minimum of two fasteners per panel shall be used at each support. guards.1. Joints perpendicular to the span of grating and checkered plate flooring shall occur only over support members. 6. with a minimum of four fasteners per panel. arrangement. shall be ground or filed smooth.2.15 Exposed corners. The method for fastening grating shall be as specified on the design drawings. dimensions. Ladder cages shall be shop assembled on ladders. platforms and stairs. stairways and handrails shall be shop-assembled in the largest units suitable for handling and shipping. 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. The fasteners shall be supplied by the Fabricator with 5% extra to cover losses.17 6. which might cause injury to personnel using the assembled structure. burrs or rough spots on handrails. Un-dimensioned grating/checkered plate openings will be cut in the field by others. The fabricator shall reflect this information on shop drawings. ladders. 6. Platforms.1.1. or fabricator-designed. Engineer-designed connections shall be only those connections fully detailed on the design drawings.1.2 Page 16 of 29 . and weld types and sizes. all connections not fully detailed on the design drawings shall be fabricatordesigned. 6. fabricator-selected.19 6.2. and all connection material.18 6.20 6.2.1. with a minimum of one hole per panel.1 Engineer-Designed Connections 6. Grating / checkered plate openings dimensioned on the design drawings shall be cut and banded in the shop as shown on the design drawing. edges. Unless otherwise noted on the design drawings.1.1 Engineer-designed connections will be fully designed and detailed on the design drawings and shall be furnished as shown.1. showing all fastener sizes.16 6. 2.2. The Fabricator shall detail these connections by selecting Standard details from the AISC Allowable Stress Design Manual Part 4. block shear.3.3.3.3.2. design shall consider the entire joint (including beams. 6.5 .Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6. column flanges and elements of other members involved as determined by analysis. The Fabricator shall design and furnish stiffeners for column webs. 6. coped beam capacities.3 Requests to deviate from the specific details of any engineer-designed connection by the Fabricator must be in writing. columns. framed beam connections shall be designed to carry the transfer forces in combination with the beam end reactions.2. web buckling. Additionally. and bracing) and shall take into account bolt shear. prying action.4 6. In all cases. local bending. Page 17 of 29 6.2. with written approval from Saudi Aramco. 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. etc. where required by the Contract Documents.2. The Fabricator shall have an experienced Structural Engineer design or supervise the design of all fabricatordesigned connections.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.2. girders.3.1. combined bolt tension and shear.3 Fabricator-Designed Connections 6.2 Fabricator-Selected Connections Fabricator-selected connections are usually simple connections (shear only). 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. If transfer forces (axial forces at ends of beams and girders) are shown on the design drawings.2 6.2. Table II or Table III. Fabricator-designed connections shall meet all requirements of the contract documents.3 6. e. shall be used in all bolted structural connections.2.2. ¾ inch (20 mm) in diameter.1 Design.3 AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts AISC Manual of Steel Construction (ASD) or AISC Manual of Steel Construction (LRFD) AISC Manual of Steel Construction: Volume II.2. All ASTM A325 or ASTM A325M high-strength bolts. (ASD/LRFD) AISC Detailing for Steel Construction 6. 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..5. larger ASTM A325/A325M bolts may be used when required to meet connection capacity requirements and shall be clearly flagged on the erection drawings.2.5.3.4 Allowable Stress Increase The Fabricator shall not increase allowable stresses in the design of connections (i.2. unless otherwise noted in the contract documents. Galvanized washers and nuts shall be furnished for galvanized bolts. 6. as noted in the contract documents.5. galvanized. Connection design shall conform to the following standards: a) b) c) d) 6. unless noted otherwise on the design drawings (if LRFD design is used).2. However.5.2 ASTM A325/A325M high-strength bolts. no one-third increase for wind and seismic as required by ASD).2. 6.4 Page 18 of 29 . shall be Type 1. detailing. 6.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.6 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.5 Bolted Connections 6. 2. 16 unless otherwise specified on the design drawings or noted in the following subsections. unless they are clearly identified on the design drawings to be tightened only to a snug-tight condition. stair tread.5.2. shall be limited in size to 5 inch (16 mm) diameter and smaller. or mixed bolted and welded.5.5. ASTM A307 bolts. purlin. when used. Ladder. Slip-critical connections (A325-SC) shall be used when noted on the contract documents.11 6.2. nuts. The minimum design capacity of all bolted.2.5. they shall be removed. Unless otherwise specified in the contract documents.7 6. All fasteners not so marked shall be rejected. horizontal shortslotted holes are permitted in the outstanding leg of clip angles. High-strength bolted connections shall be bearing-type with threads included in the shear plane (A325-N).5. 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. conforming to ASTM A307.10 6. span and grade of material.5.2. girt.12 Page 19 of 29 . 8 All bolt holes shall be standard holes with a diameter 1 inch (1 mm) larger than the nominal bolt diameter. and washers shall be properly identified and marked with the material grade and manufacturer's logo if required by respective ASTM standard.2. The minimum number of bolts in a framed beam connection shall be two bolts. For framed-beam bearing connections.2.5 All bolts. Mechanical testing of unmarked fasteners shall not constitute justification for their use.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6. doorframe and handrail connections may be made with standard machine bolts.8 6.2.9 6. All high-strength bolts shall be fully tightened as per paragraph 6. framed-beam connections shall be the member end reaction shown on the design drawings.5. When the member end reaction is not shown.18.5.5. 6.6 6. Should any unmarked fasteners be installed.2. 2.5. and shall be installed according to the manufacturer's published specifications.2. However. All column splices shall be field-bolted and conform to AISC Detailing for Steel Construction.5. A minimum of 5% extra quantities of each bolt size and length. shall be furnished by the fabricator for field erection.5.2.2. A washer shall be furnished with each anchor bolt.5.5.2.16 6. Part 4.2.2. Temporary shop erection bolts must be removed and replaced with high-strength bolts. All bolt lengths shall be determined from the Commentary on Specifications for Structural Joints Using ASTM A325 or ASTM A490 Bolts.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.21 Page 20 of 29 .17 6. the long direction of the slot shall be perpendicular to the load direction.20 6. 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 Hardened washers shall be provided under all bolt heads and/or nuts adjacent to any ply with oversized or slotted holes.5. of the AISC Allowable Stress Design Manual. 6.14 6. For standard holes. For slotted holes.5. Where high-strength bolts are used. Table C2.2. they shall conform to ASTM F959/F959M. Appendix D.5.15 6. "turn-of-nut" or "load indicating washer" methods may be used for bolt tightening. oversized or horizontal short-slotted holes may be used in the outstanding legs of clip angles. a minimum of one hardened washer shall be supplied with each bolt.5. including nuts and washers. in both these cases bolt shear allowable loads are reduced.2.13 For framed-beam slip-critical connections. If direct tension indicator washers are used. A marking system shall be used to mark high-strength bolted connections after tightening is completed. Plate washer thicknesses shall be as shown on the design drawings. as shown in Table I-D.19 6.18 6. AISC Manual of Steel Construction (ASD).2 6. Unless the means of support is indicated in the contract documents. 6.22 6. 6. when two structural members on opposite sides of a column web. 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.6.2.2.2.6.1.4 Page 21 of 29 .23 All nuts for high-strength bolts shall be wax-dipped to reduce torque during installation. or other suitable means. 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 required by OSHA 29 CFR 1926 Subpart R. the fabricator may provide one additional row of bolts in the member to be erected first. unless otherwise specified in the Contract Documents. and AISC Detailing for Steel Construction.2.6. When the member end reaction is not shown on the design drawings.6. an erection seat for the member to be erected first.5. See the OSHA document for additional information. The minimum design capacity of all welded framed beam connections shall be the member end reaction shown on the design drawings.1. and AISC Detailing for Steel Construction. 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. AISC Manual of Steel Construction (LRFD).2. span and grade of material. Unless additional loading is indicated. ASD based welded connection design shall conform to ANSI/AWS D1. LRFD based welded connection design shall conform to ANSI/AWS D1. or a beam web over a column.2. AISC Manual of Steel Construction: Volume II Connections (ASD/LRFD).2.6 Welded Connections 6.3 6. detailing.5.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.1 Design. the fabricator shall provide means of supporting one member while erecting the other member. are connected sharing common connection holes. as noted in the Contract Documents. 1 All field connections shall be bolted and all shop connections shall be either bolted or welded. unless otherwise shown on the design drawings. Single-angle shear connections shall not be used. 6.2.2. all contact surfaces shall be masked unless otherwise noted in the contract documents.6. connections for pre-assembled bracing and truss members shall be designed for the forces shown on the design drawings. however.3 6. not less than 50% of allowable tension capacity of the members or 6 kips (27 Kn).7. Seal welds may be 1/8 inch (3 mm) minimum fillet weld.6 6.2.2. All locations of no-paint or areas requiring full masking or strip masking shall be noted on the shop drawings 6.6. Fabricator shall remove all run-off bars and extension tabs. epoxies).2.2. Field connections for random-length materials of handrail and ladder cage assemblies shall be welded.2.10 6.8.8 6. Continuous seal-welding shall be used in places that are not self-draining or where crevice corrosion is likely to occur. unless alternate procedures are approved by the Chairman of the Onshore Structures Standards Committee.2.2. The Fabricator shall design and install erection clips for field-welded connections.7 6. If seal-welding is not practical. alternative methods of sealing shall be used with the approval of the Saudi Aramco Representative. whichever is greater.1 Unless otherwise noted on the design drawings.6..2 6.5 The minimum fillet weld size is 3/16 inch (5 mm) for structural welds. The allowable tension capacity shall be calculated using the Page 22 of 29 . To ensure electrical continuity when shop-applying nonconductive coatings (i.6.2.6.2.8 Bracing Connections 6.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.7.7 Shop and Field Connections 6.9 6.2.e.6. All structural strength welding shall be continuous.7. as applicable. the following working points shall be used: a) For vertical bracing at the intersection of a column.6 b) c) Page 23 of 29 . including gusset plates.2. The minimum thickness for connection plates in electrical transmission towers or communication towers shall be ¼ inch (6 mm).8.2.8.2.5 6. 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. The work point shall be the point at which the beam and column centerlines intersect. and the centerline of the bay.2. or 5-inches (125 mm) above the bottom flange when the brace is below the beam. ¼ inch (6 mm) thick gusset and stiffener plates may be used. Part II. For minor structures such as platforms and miscellaneous structures.8.3 All cross-bracing shall be bolted at intersections. A minimum of two bolts per connection is required.2.2 6. with one bolt minimum for angles and two bolts minimum for tees. shall be designed according to either the AISC Manual of Steel Construction: Volume II Connections (ASD/LRFD). 6.4 6. For the connection of K-braces to nominal beams 12 inches (300 mm) or larger. Unless otherwise noted on the design drawings. beam and brace. For the connection of K-braces to nominal beams 10 inches (250 mm) or smaller. the gusset plate shall be connected to both beam and column. unless otherwise noted on the design drawings.8. Chapter 7 or the AISC Manual of Steel Construction (LRFD): Volume II. All heavy bracing connections. the working point shall be the intersection of the horizontal centerline of the beam and the centerline of the bay. 6.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel gross cross section of the member.8. All gusset and stiffener plates shall be 3/8 inch (10 mm) minimum thickness. All vertical bracing and knee bracing shall have gusset plates on column centerlines. 2.4 6.3 6.2 6.9. washers and nuts shall be packaged and delivered in rigid. The Fabricator shall ensure that all steel and its coatings are protected from any damage caused by handling.3.9.1. 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 Page 24 of 29 .1.3 6.9 Connections for Concrete Fireproofed Members 6. mortises. The bottom of base plates shall be clean and free of any rust or corrosion.2 Connections for members fireproofed with concrete shall be detailed to minimize blockouts in shop applied fireproofing. weatherproof containers.3 Handling.2.1 Delivery of steel shall be in the order needed for erection. steel embedded in concrete. Care shall be taken that holes and surfaces prepared for connection and the threads of bolts. The Fabricator shall ensure that adequate protection is provided for threads on sag rods.3.5 6. loose base plates. and any other threaded components so as to prevent damage during shipping and handling. storage or shipping prior to receipt by the Buyer.3. etc.1.1 Handling and Shipping 6. 6. The delivery sequence for the fabricated steel.3.3.1.1. unless otherwise noted in the contract documents or arranged by Saudi Aramco. stay clean and undamaged. 6. anchor bolts.3. and Delivery 6.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6.. Shipping.3. erection bolts.1 6.2.1.2. first tier columns and framing for all its levels (including stairs and handrail). etc. Load in such a manner that continuous drainage will occur. Handrails shall not be connected to fireproofed columns. All bolts.9. second tier columns and its framing. Cardboard containers are not acceptable. Railcars and/or trucks shall be loaded and cribbed so that they can be readily unloaded by others. shall be as follows: anchor bolts. anchors. 3 6.3. Match-marking of steel shall be done with suitable paint.2.3 6. Shop drawings shall state the welding procedure to be used.4. In addition to the Fabricator's identification marks.2.4. and otherwise handled in a manner that will prevent distortion.2 Delivery 6. Every steel piece on the shop drawings shall reference the appropriate erection drawing. All fabricated steel sections shall be match-marked for field assembly with designating numbers or letters corresponding to the field erection drawings. or damage. 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.3.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6. Erection drawings shall clearly show the mark number and position for each member.6 6. stored.4.2.5 6.3.4.4 Erection and Shop Drawings 6.4. unloaded. All materials designated for the care. 6. Saudi Aramco reserves the right to reject all damaged or substandard material or documentation.2 6.1 The Fabricator is responsible for delivering all materials and documentation to the job site in good condition.4 6. each item or bundle of walkways and platforms shall be marked with a unique tag number to clearly indicate its associated equipment. deterioration. custody and control of the Erector shall be received. Erection drawings shall reference the corresponding design drawings. Erection and shop drawings shall be grouped in sets and identified separately for each structure or yard area. waterproof ink or with pressed metal tags.7 Page 25 of 29 .4. and to check for any damage. 6. Each item or bundle of walkways and platforms shall also be indicated on the erection drawings.2 Shop drawings and erection drawings shall be prepared in accordance with the AISC documents listed in this specification.1 6.3.4. 11 Shop drawings shall clearly show the specification and grade of steel to be used. Column reactions (magnitude and direction) and minimum base plate dimensions shall also be included. These lists may be shown on either the shop drawings or on separate sheets.3 7 Inspection and Testing 7.4. 6. and a minimum of two sets of final erection and shop drawings shall accompany the first shipment of each release. inferior. including areas to be masked. and length of field bolts for each connection.2 6.1 A Shipping List (including total weight). Design drawings including foundation loading diagrams shall be provided for approval of the Buyer as specified in the Non-Material Requirements. defective.5.4. The company 7.5 Drawings Submittals 6.1 All NDT procedures shall be submitted to the Inspection Department / Operations Inspection Division (OID) ASNT Level-III for acceptance prior to work commencing. The Fabricator shall provide a bolt list and a list of other fasteners showing the number. location and projection of all anchor bolts for the metal system components. 6. grade.5. All materials and workmanship rejected shall be repaired or replaced by the Fabricator as directed by the Buyer.9 6. or unsuitable materials and workmanship. Form NMR-7927 attached to the Purchase Order.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel 6. The Buyer has the Right to inspect all materials and workmanship.4. the Fabricator shall clearly flag on the shop drawings all changes showing the latest revisions.8 6.2 Page 26 of 29 . The foundation loading diagram to be provided by the Vendor shall show the type.5. size.4. size. In the event that drawing revisions are necessary. The Buyer may reject improper.4. The buyer's purchase order number shall be shown on all erection and shop drawings. Surface preparation and shop-applied coatings.12 6.10 6. shall be noted on the shop drawings. and shall have unrestricted entry to the shop of the Fabricator at all times while work is being performed. a Bolt List. and the minimum length and width of the foundation required. All welding procedures and welding performance qualification records shall be made available to the Buyer's Inspector for review. In addition. The minimum percent coverage of the specified NDT method may be increased (at any level up to 100%) if.5 7. The specified amount of random radiography shall include X-ray samples from each welder's daily production. girts or rafters that are not part of the main sway frame.1/D1.1/D1.6 b) c) d) e) f) .1M or ANSI/AWS D1. Welding procedures and individual welders shall be qualified in accordance with the requirements of ANSI/AWS D1. Procedures and operator qualifications shall meet ANSI/AWS D1. ANSI/AWS D1. in the opinion of the Company Page 27 of 29 7. 7.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 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. and other indications of careless workmanship (such as surface porosity) shall be removed by grinding. Secondary members such as purlins. For Skid-mounted equipment with a total lift weight of less than 3000 kg.3 7. any strikes. the butt-welds can be tested as follows. Ultrasonic testing may be substituted for radiography if approved by Saudi Aramco Inspection. 10% of the buttwelds of each days production (randomly selected) shall have radiographic tests performed on the welds. gouges.1M. 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]. All lifting lug connections shall be 100% radiographed.1 and be submitted to the Company Inspector for review and approval.3 as appropriate. The butt-welded flange sections for all primary load-bearing members shall be 100% radiographed at the weld.4 The Inspection Test Plan (ITP) shall be provided for review and approval by the company inspector. priming and coating operations. Primary load-bearing members shall be defined as the main frames and any members that are part of the lateral load carrying system. Inspection of welding shall be performed in accordance with the Structural Welding Code.1. it is acceptable to use fillet-welded lugs with dye penetrant inspection. a) All welds shall have 100% visual inspection performed per ANSI/AWS D1. Inspection and testing shall conform to this Specification and Saudi Aramco Inspection Requirements Forms 175-120100 or 175-120500 attached to the Purchase Order. the occurrence shall be immediately reported to the Buyer in writing.1. The buyer reserves the right to inspect and reject all galvanized steel in accordance with ASTM A123 and ASTM E376.1 and updated Appendix 1 with revised ASTM Material Equivalency.7 Material test reports for each heat of structural steel. Editorial revision as marked. Material test reports shall conform to EN 10204. added requirements for fireproofed steel in Section 5. Editorial revision. 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. 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.9 7.10 28 April 2004 30 April 2005 7 May 2006 3 September 2006 Revision Summary Major revision. Shop inspection may include.12 Inspection of high-strength bolted connections shall be in accordance with AISC Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts.8 7. or any parts.11 7. Testing in accordance with ASTM F606 or ASTM F606M will be at the Buyer's expense. 7. the welds are of questionable workmanship or NDT indicates an excessive number of defects. Editorial revision as marked. each lot of high-strength and ASTM A307 bolts shall be available for review by the Buyer. Page 28 of 29 . Type 3. 7. or documentation are missing or otherwise defective. components. The Buyer may require a quantity of representative samples of bolt assemblies which the Fabricator shall supply to the Buyer for testing. 7. If any damage is discovered.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel Inspector. C15D EN 10016-2. SM490YA G3106. Gr S235JR EN 10025-2. SM570 G3136 Note: The minimum published yield strength may vary based on the material thickness. E460CC ISO 5003 ISO 630-95. C10D EN 10016-2. CC 11 X ISO 4954. CC 21 K No Substitute No Substitute ISO 7412 per ASTM A325M No Substitute No Substitute No Substitute G3444-94. CC 15 K ISO 4954. STKR490 ASTM A501 EN 10210-1. Gr S450JO None EN 10025-2. Refer to the appropriate material specification. STK490 G3466-88. Gr S355J0 No Substitute ISO 4775 per ASTM A563M ISO 3573. Gr S275J0 EN 10025-2. Gr S355JR EN 10025-2. C20D No Substitute No Substitute No Substitute EN 10219-1. G3454-88. TW430 ASTM A108. E1103 G3106. HR1 ISO 4950-2. SM490YA G3106. G50 G65 ASTM A759 ASTM A992/A992M No Substitute No Substitute EN 10025-2.Document Responsibility: Onshore Structures Issue Date: 3 September 2006 Next Planned Update: 1 May 2009 12-SAMSS-007 Fabrication of Structural and Miscellaneous Steel Appendix 1 – ASTM Material Equivalency ASTM Materials ASTM A36/A36M EN Materials EN 10025-2. STPG 410 ISO Materials ISO 630-95. SPHC G3106. E355 C No Substitute No Substitute G3131. STK490 G3466-88. S275J0H G3444-94. TS430 ISO 9330-1. Gr S275JR ASTM A53 ISO 9329-1. E355DD ISO 4950-2. E275 C JIS Materials G3106-95. G1010 G1015 G1020 ASTM A307 ASTM A325 ASTM A325M ASTM A500 EN 10016-2. STKR490 ASTM A563 ASTM A563M ASTM A1011/A1011M ASTM A572/A572M. SM490A Page 29 of 29 . Gr S355JR EN 10025-2. S355J0H ISO 4954. SM570 E1101.