Materials System Specification

Transcription

1 Materials System Specification 17 May 2011 Document Responsibility: Onshore Structures Standards Committee Saudi Aramco DeskTop Standards Table of Contents 1 Scope Conflicts and Deviations References Products and Materials Galvanizing, Painting and Coating Fabrication Inspection and Testing Appendix 1 ASTM Material Equivalency Previous Issue: 3 September 2006 Revised paragraphs are indicated in the right margin Page 1 of 30 Primary contact Baldwin, Charles Cummins on Copyright Saudi Aramco All rights reserved.

2 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. 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. 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 Saudi Aramco Engineering Standards SAES-B-063 SAES-H-001 SAES-H-100 SAES-H-101 Instructions for Obtaining a Waiver of a Mandatory Saudi Aramco Engineering Requirement Aviation Obstruction Marking and Lighting Coating Selection and Application Requirements for Industrial Plants and Equipment Coating Material and Application Requirements for Industrial Facilities Approved Protective Coating Systems Page 2 of 30

3 Saudi Aramco Materials System Specification 12-SAMSS-008 Saudi Aramco Standard Drawing AA Saudi Aramco Inspection Requirements Form Form Erection of Structural and Miscellaneous Steel Anchor Bolt Details Inch and Metric Sizes Steel Structures Saudi Aramco Forms and Data Sheets SA Industry Codes and Standards Tower: Communication American Institute of Steel Construction (AISC) AISC AISC AISC AISC AISC Non-Material Requirements for Fabricated Structural Steel Detailing for Steel Construction Steel Construction Manual, Thirteenth Edition Specification for Structural Steel Buildings Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts American Society for Testing and Materials (ASTM) ASTM A1 ASTM A6/A6M ASTM A36/A36M ASTM A53/A53M ASTM A106/A106M ASTM A108 Code of Standard Practice for Steel Buildings and Bridges Standard Specification for Carbon Steel Tee Rails Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling Standard Specification for Carbon Structural Steel Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless Standard Specification for Seamless Carbon Steel Pipe for High-Temperature Service Standard Specification for Steel Bar, Carbon and Alloy, Cold Finished Page 3 of 30

4 ASTM A123/A123M ASTM A143/A143M ASTM A153/A153M ASTM A193/A193M ASTM A194/A194M ASTM A307 ASTM A325 ASTM A325M ASTM A384/A384M ASTM A385/A385M ASTM A490 ASTM A490M ASTM A500/A500M Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products Standard Practice 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 Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength Standard Specification for Structural Bolts, Steel, Heat Treated 830 MPa Minimum Tensile Strength [Metric] 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 Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength Standard Specification for High-Strength Steel Bolts, Classes 10.9 and , for Structural Steel Joints (Metric) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes Page 4 of 30

5 ASTM A501 ASTM A563 ASTM A563M ASTM A572/A572M ASTM A653/A653M ASTM A759 ASTM A780/A780M ASTM A786/A786M ASTM A992/A992M ASTM A1008/A1008M ASTM A1011/A1011M ASTM B695 ASTM E376 ASTM F436 ASTM F436M Standard Specification for Hot-Formed, 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 Low- Alloy Columbium-Vanadium Structural Steel Standard Specification for Steel Sheet, Zinc- Coated (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, Low-Alloy, High-Strength Low-Alloy, and Alloy Steel Floor Plates Standard Specification for Structural Steel Shapes Standard Specification for Steel, Sheet, Cold- Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Baked Hardenable Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel Standard Practice for Measuring Coating Thickness by Magnetic-Field or Eddy-Current (Electromagnetic) Examination Methods Standard Specification for Hardened Steel Washers Standard Specification for Hardened Steel Page 5 of 30

6 ASTM F606 ASTM F606M ASTM F959 ASTM F959M Washers [Metric] Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, Direct Tension Indicators, and Rivets Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets [Metric] Standard Specification for Compressible-Washer- Type Direct Tension Indicators for Use with Structural Fasteners Standard Specification for Compressible-Washer- Type Direct Tension Indicators for Use with Structural Fasteners [Metric] ASTM F1554 Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength ASTM F2329 American Welding Society (AWS) AWS D1.1/ D1.1M AWS D1.3/ D1.3M AWS D14.1/D14.1M Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners Structural Welding Code Steel Structural Welding Code Steel Sheet Specification for Welding of Industrial and Mill Cranes and Other Material Handling Equipment European Standards EN BS EN BS EN 10204: Metallic Products Types of Inspection Documents 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 Page 6 of 30

7 Process Industry Practices (PIP) PIP STF05501 PIP STF05511 PIP STF05520 PIP STF05530 Steel Deck Institute (SDI) Fixed Ladders and Cages Fabrication Details Fixed Industrial Stairs Details for Pipe Railing for Walkway and Working Surface Grating Fabrication Details Design Manual for Composite Decks, Form Decks and Roof Decks No. 31 Steel Joist Institute (SJI) Standard Specifications and Load Tables for Steel Joists and Joist Girders U.S. Department of Labor, Occupational Safety and Health Administration (OSHA) OSHA 29 CFR 1910 OSHA 29 CFR Products and Materials 4.1 Material Requirements All material shall be of new stock. Occupational Safety and Health Standards Safety and Health Regulations for Construction The minimum thickness of any part of a structural shape shall be 5 mm Where contact of dissimilar metals will cause galvanic corrosion, a suitable insulating material shall be provided between the metals. 4.2 Structural Shapes, Plates and Bars ASTM A36/ASTM A36M (for plates, bars, M, S, HP, C, MC and L-shapes); 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 S355JR/JO may be used as substitutes for W & WT shapes. Commonly accepted shapes include shapes specified to Japanese Standards Page 7 of 30

8 (JS), British Standards (BS), European Standards (EuroNorm) and German Standards (DIN). 4.3 Pipe Columns and Handrail Pipe for columns or handrail shall be per ASTM A53/A53M Type E or S, Grade B or ASTM A106/A106M Grade B. 4.4 Structural Tubing Structural tubing shall be per ASTM A501 or ASTM A500/A500M 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/A653M, G90 Coating Designation. Design shall be in accordance with SDI Design Manual for Composite Decks, Form Decks and Roof Decks, No High Strength Bolt Assemblies Bolt - ASTM A325 or A325M Type I, ASTM A490 or A490M, if specified on the design drawings Washer - ASTM F436 or F436M Direct Tension Indicator (D.T.I.) Washers - ASTM F959 or 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) Washer - ASTM F436 or F436M Nut - ASTM A563 or A563M Grade A, Heavy Hex 4.8 Anchor Bolt Assemblies shall be in accordance with Standard Drawing AA Sht. No. 001 (Rev. No. 08 or later) and the following material specifications: Threaded Anchor Bolts - ASTM A36/ASTM A36M or ASTM F1554, Gr. 36 Page 8 of 30

9 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 AA Sht. No. 001 (Rev. No. 08 or later) and the following material specifications: Anchor Bolts - ASTM A193/A193M Gr. B7 or ASTM F1554, Gr. 105 Heavy Hex Nuts - ASTM A194/A194M or ASTM A563, DH or ASTM A563M Grade 10S 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, AWS D1.1 Section 7, Type B 4.11 Welding Filler Metal Welding filler metal shall be per 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 Crane Rails Rails 60 lb/yd to 84 lb/yd (30 kg/m to 42 kg/m) ASTM A1 Rails 104 lb/yd to 175 lb/yd (52 kg/m to 88 kg/m) ASTM A Checkered Floor Plates ASTM A786/ASTM A786M Pattern 4 or 5 and ASTM A36/A36M Page 9 of 30

10 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/A123M and comply with NAAMM MBG 531. 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 Heavy Duty Metal Bar Grating Heavy duty metal bar grating shall comply with NAAMM MBG Grating Fasteners Grating shall be securely fastened to the supporting members as shown in NAAMM MBG531 and PIP STF 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 B Steel Joists Steel joist and joist girders shall comply with SJI Standard Specifications and Load Tables for Steel Joists and Joist Girders. 5 Galvanizing, Painting and Coating 5.1 Fireproofed Steel 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 Bare carbon steel that will receive fireproofing 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. Page 10 of 30

11 5.2 Galvanizing All materials, except ASTM A490 or ASTM A490M bolts, and crane rails, shall be galvanized. Steel embedded in concrete (including ASTM A36/A36M, ASTM A307 and ASTM F1554 anchor bolts) shall be hot-dip galvanized Galvanizing of steel shapes, plates and hardware shall be in accordance with the following ASTM specifications: a) Steel shapes and plates - ASTM A123/A123M b) ASTM A325 Type 1 or ASTM A325M Type 1 bolts and corresponding nuts and washers -ASTM B695 or ASTM F2329 c) ASTM A36/A36M threaded bar or ASTM A307 bolts and corresponding nuts and washers - ASTM F2329 or ASTM B695 d) All bolts, nuts, and washers shall meet required mechanical properties after galvanizing General Fabrication It shall be the Fabricator's responsibility to safeguard against embrittlement and warpage per ASTM A143/A143M and ASTM A384/A384M Fabrication details shall meet the requirements of ASTM A385/A385M to allow for the creation of high quality zinc coatings Whenever practical, cutting, drilling and welding shall be performed before galvanizing. The Fabricator shall remove weld slag before galvanizing The edges of tightly contacting surfaces shall be completely seal welded Vent holes shall be provided for piping or tubular assemblies as required by ASTM A385/A385M. The vent holes shall be located in the bottom side to prevent rainwater accumulation The Fabricator before proceeding shall bring potential problems that require a modification in design to the attention of the Buyer. Page 11 of 30

12 5.2.4 Galvanizing of Steel Hardware Nuts shall be tapped oversize in accordance with ASTM A563 or ASTM A563M Nut threads shall be retapped after hot-dip galvanizing to provide proper fit Direct tension indicators, if used, shall be mechanically galvanized by the manufacturer according to the requirements of Class 50 of ASTM B Anchor bolt coatings shall be in accordance with Standard Drawing AA Sht. No. 001 (Rev. No. 08 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/A123M and ASTM E Repair of Galvanized Steel Any damage to galvanizing shall be repaired in accordance with ASTM A780/A780M 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 When surface defects exceed 2% of a member's area, the defects shall be repaired by redipping the member in the zinc bath Cold repair using an organic zinc rich coating (primer in APCS-1C) shall be permitted if the following conditions exist: a. Total damaged area is less than 1% of the total coated area of the member being repaired b. No single repair is greater than 2 square inches (1300 mm²) Only products approved under APCS-1C shall be used. Page 12 of 30

13 5.3 Painting and Coatings 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 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 Hot repair shall be made using zinc alloy rod or powder manufactured for the repair of galvanized steel Flux, heavy ash, or heavy dross inclusions shall be removed by brushing, grinding, or filing as required Galvanized steel which has been rejected shall be stripped, regalvanized, and submitted again for inspection Correction of excessive warpage that exceeds ASTM A6/A6M criteria, shall be by press straightening if possible. The application of localized heating to straighten must be approved by the Chairman of the Onshore Structures Standards Committee If galvanized tension control bolts are used, all bare steel surfaces (i.e., bolt ends) shall be repair galvanized per this section 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 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 (also see section 5.1.2) 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-001, APCS-1E. Page 13 of 30

14 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-001, APCS-1E. c) Aviation marking shall be in compliance with SAES-B Floor plate shall be coated with an anti-skid paint per SAES-H-001, APCS-12, when required to be shop applied in the contract documents High-strength anchor bolts shall be coated in accordance with Standard Drawing AA Sht. No. 001 (Rev. No. 08 or later). 5.4 Fixed Ladders and Cages Fixed ladders and cages shall comply with PIP STF Fixed Industrial Stairs Fixed industrial stairs shall comply with PIP STF Pipe Railing for Walkway and Working Surfaces Pipe railing for walkway and working surfaces shall comply with PIP Standard STF Angle railing shall not be used. 5.7 Grating Details 6 Fabrication Grating details shall comply with STF General All fabrication shall be in accordance with the AISC Code of Standard Practice for Steel Buildings and Bridges and the AISC Specification for Structural Steel Buildings All structural steel shall be made by open hearth, basic oxygen or electric furnace process. Bessemer steel is not acceptable No rimmed or capped steel shall be used 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. Page 14 of 30

15 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 All welding shall be in accordance with AWS D1.1/D1.1M, Structural Welding Code Steel or AWS D.1.3, Structural Welding Code Sheet Steel, as appropriate 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 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 required for lifting of fully assembled structural units or skids shall be designed for attachment to primary structural members only. Lifting lugs shall be attached by means of a complete jointpenetration groove weld or continuous fillet welds (see paragraph 7.6.e). A design factor of safety of 5 shall be applied to all limit states for the lifting lug and its attachment. Eccentric forces and impact factors shall be considered in the design of the lugs and their attachment. Block outs in the support beam flange to accommodate lifting lugs shall be attached to the lug plate in a manner to develop the full tension capacity of the flange. Also see section for additional welding requirements All beams, except cantilevers, shall be fabricated with natural mill camber in the up position All re-entrant corners shall be shaped, notched-free, to a radius Fabricator, when performing shop assembly work, shall not exceed the tolerances specified in AISC Code of Standard Practice for Steel Buildings and Bridges Base plate hole sizes for structural steel columns shall be as follows: Page 15 of 30

16 Anchor bolts ½ to 7/8 inch (12-22 mm) 5/16 inch (8 mm) oversize Anchor bolts 1 to 1-3/4 inch (25-44 mm) ½ inch (12 mm) oversize Anchor bolts over 2 to 2-1/4 inch (50-57 mm) 3/4 inch (19 mm) oversize Anchor bolts 2-1/2 inch and over (64 mm) 1 inch (25 mm) oversize All pieces shall be clearly marked with permanent identifying erection mark number. Method and location of marking shall be approved by Buyer 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 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 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 The method for fastening grating shall be as specified on the design drawings and shall also comply with the requirements in section 4.15 of this specification. 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 Grating / checkered plate openings dimensioned on the design drawings shall be cut and banded in the shop as shown on the design drawing. Undimensioned grating/checkered plate openings will be cut in the field by others Joints perpendicular to the span of grating and checkered plate flooring shall occur only over support members 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. 6.2 Connections All connections shall be either engineer-designed, fabricator-selected, or Page 16 of 30

17 fabricator-designed. Unless otherwise noted on the design drawings, all connections not fully detailed on the design drawings shall be fabricatordesigned or fabricator-selected as defined below Engineer-Designed Connections Engineer-designed connections will be fully designed and detailed on the design drawings and shall be furnished as shown 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, sizes and the length for each individual member or part to be joined. The fabricator shall reflect this information on shop drawings 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 Steel Construction Manual Part 10, Table 10-2 or Table Fabricator-Designed Connections 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 The Fabricator shall have an experienced Structural Engineer design or supervise the design of all fabricatordesigned connections 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 all applicable limit states, including bolt shear, combined bolt tension and shear, prying action, local bending, coped beam capacities, block shear, web buckling, etc. The Fabricator shall design Page 17 of 30

18 and furnish stiffeners for column webs, column flanges and elements of other members involved as required 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 Checked engineering calculations for each Fabricatordesigned 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 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) Bolted Connections 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 Connection design shall conform to the following standards: a) AISC Specification for Structural Joints using ASTM A325 or A490 Bolts b) AISC Steel Construction Manual c) AISC Detailing for Steel Construction Page 18 of 30

19 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 All ASTM A325 or ASTM A325M high-strength bolts, shall be Type 1, galvanized. Galvanized washers and nuts shall be furnished for galvanized bolts 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 The minimum available strength of all bolted, or mixed bolted and welded, framed-beam connections shall be the member end reaction shown on the design drawings. If the member end reaction is not shown, the minimum available strength shall be one-half of the maximum total uniform load capacity as shown in the Maximum Total Uniform Load Tables in AISC Steel Construction Manual for the given beam size, span, and grade of material, unless otherwise specified in the contract documents. In addition to vertical load, all beam connections shall be designed to transfer an assumed longitudinal force equal to 5% of the dead and live load. If not shown on the drawings, loads shall be based on the Maximum Total Uniform Load Tables The minimum number of bolts in a framed beam connection shall be two bolts High-strength bolted connections shall be bearing-type in accordance with A325-N with the threads included in the shear plane Slip-critical connections in accordance with A325-SC shall be used if noted on the contract documents. Page 19 of 30

20 All high-strength bolts shall be fully tightened, unless they are clearly identified on the design drawings to be tightened only to a snug-tight condition Ladder, stair tread, purlin, girt, doorframe and handrail connections may be made with standard machine bolts, conforming to ASTM A ASTM A307 bolts, when used, shall be limited in size to 5 inch (16 mm) diameter and smaller All bolt holes shall be standard holes as defined in Tables J3.3 and J3.3M of the AISC Specification for Structural Steel Buildings, unless otherwise specified on the design drawings or noted in the following subsections For framed-beam bearing connections, horizontal shortslotted holes are permitted in the outstanding leg of clip angles if approved by the engineer of record For framed beam slip-critical connections, oversized or horizontal short slotted holes as defined in Tables J3.3 and J3.3M of the AISC Specification for Structural Steel Buildings may be used in the outstanding legs of clip angles if approved by the engineer of record. However, in both these cases bolt shear allowable loads are reduced, as shown in Tables 7-3 or 7-4, of the AISC Steel Construction Manual For slotted holes, the long direction of the slot shall be perpendicular to the load direction. All slotted or oversize hole dimensions shall be as defined in Tables J3.3 and J3.3M of the AISC Specification for Structural Steel Buildings 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 If direct tension indicator washers are used, they shall be in accordance with ASTM F959/F959M and shall be installed according to the washer manufacturer's published specifications. Page 20 of 30

21 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 All bolt lengths shall be determined from the Commentary in Specifications for Structural Joints Using ASTM A325 or ASTM A490 Bolts, Table C 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 All column splices shall be field-bolted and conform to AISC Detailing for Steel Construction A washer shall be furnished with each anchor bolt. Plate washer thicknesses shall be as shown on the design drawings All nuts for high-strength bolts shall be wax-dipped to reduce torque during installation 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 Design, detailing, and fabrication of welded connections shall be in accordance with either AISC's Allowable Stress Page 21 of 30

22 Design (ASD) or Load and Resistance Factor Design (LRFD) method, as noted in the Contract Documents Welded connection design shall be in accordance with AWS D1.1, AISC Steel Construction Manual and AISC Detailing for Steel Construction. Welding for monorail, lifting lugs and other below the hook devices required for lifting or rigging shall conform to AWS D The minimum available strength of all welded framed beam connections shall be the member end reaction shown on the design drawings. If the member end reaction is not shown on the design drawings, the minimum available strength shall be one-half of the values shown in the Maximum Total Uniform Load Tables in the AISC Steel Construction Manual for the given beam size, span, and grade of material, unless otherwise specified in the contract documents 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 All structural strength welding shall be continuous, unless alternate procedures are approved by the Chairman of the Onshore Structures Standards Committee The Fabricator shall design and install erection clips for field-welded connections Field connections for random-length materials of handrail and ladder cage assemblies shall be welded 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 Fabricator shall remove all run-off bars and extension tabs Shop and Field Connections All field connections shall be bolted and all shop connections shall be either bolted or welded, unless otherwise shown on the design drawings. Page 22 of 30

23 Single-angle shear connections shall not be used To ensure electrical continuity if 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 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, but not less than 50% of allowable tension capacity of the members or 6 kips (27 Kn), whichever is greater. The available tension strength of a member shall be calculated using the gross cross section of the member. A minimum of two bolts per connection is required All cross-bracing shall be bolted at intersections with one bolt minimum for angles and two bolts minimum for tees All bracing connections, including gusset plates, shall be designed in accordance with the AISC Steel Construction Manual 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) Unless otherwise noted on the design drawings, all vertical bracing and knee bracing shall have gusset plates on column centerlines 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. Page 23 of 30

24 b) For the connection of V-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 V-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 if the brace is above the beam, or 5-inches (125 mm) above the bottom flange if the brace is below the beam, and the centerline of the bay Connections for Concrete Fireproofed Members Connections for members fireproofed with concrete shall be detailed to minimize blockouts in shop applied fireproofing 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 Handrails shall not be connected to fireproofed columns. 6.3 Handling, Shipping, and Delivery Handling and Shipping 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: a. Anchor bolts b. Loose base plates c. Steel embedded in concrete d. Erection bolts e. First tier columns and framing for all its levels (including stairs, grating and handrail) f. Second tier columns and its framing, etc All bolts, washers and nuts shall be packaged and delivered in rigid, weatherproof containers. Cardboard containers are Page 24 of 30

25 6.3.2 Delivery not acceptable 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 is assured 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 The Fabricator shall ensure that adequate protection is provided for threads on sag rods, anchor bolts, and any other threaded components 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 The bottom of base plates shall be clean and free of any rust or corrosion 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 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 Saudi Aramco reserves the right to reject all damaged or substandard material or documentation. 6.4 Erection and Shop Drawings Shop drawings and erection drawings shall be prepared in accordance with the AISC documents listed in this specification Erection drawings shall reference the corresponding design drawings. Every steel piece on the shop drawings shall reference the appropriate erection drawing. Page 25 of 30

26 6.4.3 Shop drawings shall clearly show the specification and grade of steel to be used Erection and shop drawings shall be grouped in sets and identified separately for each structure or yard area Erection drawings shall clearly show the mark number and position for each member. The mark number system shall be agreed upon in advance with the Buyer Erection drawings shall clearly identify slip critical high strength bolted connections 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 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 Shop drawings shall state the welding procedure and welding electrode to be used Shop drawings shall clearly show the specification and grade of steel to be used The buyer's purchase order number shall be shown on all erection and shop drawings Surface preparation and shop-applied coatings, including areas to be masked, shall be noted on the shop drawings 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 In the event that drawing revisions are necessary, the Fabricator shall clearly flag on the shop drawings all changes showing the latest revisions. 6.5 Submittals A shipping list (including total weight), a bolt list, and a minimum of Page 26 of 30

27 two sets of final erection and shop drawings shall accompany the first shipment of each release Design drawings including foundation loading diagrams shall be provided for approval of the Buyer as specified in the Non-Material Requirements, Form SA-7927 attached to the Purchase Order 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. 7 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 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 or attached to the Purchase Order. 7.5 Welding procedures and individual welders shall be qualified in accordance with the requirements of AWS D1.1/D1.1M, AWS D1.3 or AWS D14.1 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, 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 AWS D1.1. Page 27 of 30

28 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. For skids, primary load-bearing members shall be defined as; exterior longitudinal and end framing members as well as any full-depth cross beams at lifting lug locations. 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% magnetic particle inspected. Full penetration groove welds in lifting lugs shall be 100% UT inspected. Procedures and operator qualifications shall meet AWS D1.1 and be submitted to the Company Inspector for review and approval. 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 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 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 Shop inspection may include, but not be limited to the following: Page 28 of 30

29 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 Inspection of high-strength bolted connections shall be in accordance with AISC Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts The buyer reserves the right to inspect and reject all galvanized steel in accordance with ASTM A123/A123M and ASTM E376. Revision Summary 17 May 2011 Revised the "Next Planned Update". Reaffirmed the contents of the document, and reissued with minor revision. Page 29 of 30

30 Appendix 1 ASTM Material Equivalency ASTM Materials EN Materials ISO Materials JIS Materials ASTM A36/A36M EN , Gr S275J0 ISO , E275 C G , SM490A EN , Gr S275JR ASTM A53 ISO , TS430 G , STPG 410 ISO , TW430 ASTM A108, G1010 EN , C10D ISO 4954, CC 11 X G1015 EN , C15D ISO 4954, CC 15 K G1020 EN , 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 , S355J0H G , STK490 G , STKR490 ASTM A501 EN , S275J0H G , STK490 G , STKR490 ASTM A563 No Substitute No Substitute No Substitute ASTM A563M No Substitute ISO 4775 per ASTM A563M No Substitute ASTM A1011/A1011M EN , Gr S235JR ISO 3573, HR1 G3131, SPHC ASTM A572/A572M, G50 EN , Gr S355JR ISO , E355DD G3106, SM490YA G65 EN , Gr S450JO ISO , E460CC G3106, SM570 ASTM A759 None ISO 5003 E1101, E1103 ASTM A992/A992M EN , Gr S355JR ISO , E355 C G3106, SM490YA EN , Gr S355J0 G3106, SM570 G3136 Note: The minimum published yield strength may vary based on the material thickness. Refer to the appropriate material specification. Page 30 of 30