12-SAMSS-007-2011 Fabrication of Structural and Miscellaneous Steel

Previous Issue: 3 September 2006 Next Planned Update: 17 May 2016

Revised paragraphs are indicated in the right margin of 30

Primary contact Baldwin, Charles Cummins on 966-3-8760151

Copyright©Saudi Aramco 2010. All rights reserved.

Materials System Specification

12-SAMSS-007 17 May 2011

Fabrication of Structural and Miscellaneous Steel

Document Responsibility: Onshore Structures Standards Committee

Saudi Aramco DeskTop Standards

Table of Contents

1 Scope............................................................ 2

2 Conflicts and Deviations................................ 2

3 References.................................................... 2

4 Products and Materials................................. 7

5 Galvanizing, Painting and Coating.............. 10

6 Fabrication................................................... 14

7 Inspection and Testing................................ 27 Appendix 1 – ASTM Material Equivalency......... 30

Document Responsibility: Onshore Structures Standards Committee 12-SAMSS-007

Issue Date: 17 May 2011

Next Planned Update: 17 May 2016 Fabrication of Structural and Miscellaneous Steel

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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 Instructions for Obtaining a Waiver of a

Mandatory Saudi Aramco Engineering

Requirement

Saudi Aramco Engineering Standards

SAES-B-063 Aviation Obstruction Marking and Lighting

SAES-H-001 Coating Selection and Application Requirements

for Industrial Plants and Equipment

SAES-H-100 Coating Material and Application Requirements

for Industrial Facilities

SAES-H-101 Approved Protective Coating Systems

http://standards/docs/SAMSS/PDF/12-SAMSS-008.pdf

http://standards/docs/SAEP/PDF/SAEP-302.pdf

http://standards/docs/SAEP/PDF/SAEP-302.pdf

http://standards/docs/SAES/PDF/SAES-B-063.pdf

http://standards/docs/SAES/PDF/SAES-H-001.pdf






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Saudi Aramco Materials System Specification

12-SAMSS-008 Erection of Structural and Miscellaneous Steel

Saudi Aramco Standard Drawing

AA-036322 Anchor Bolt Details – Inch and Metric Sizes

Saudi Aramco Inspection Requirements

Form 175-120100 Steel Structures

Form 175-120500 Tower: Communication

Saudi Aramco Forms and Data Sheets

SA-7927 Non-Material Requirements for Fabricated

Structural Steel

3.2 Industry Codes and Standards

American Institute of Steel Construction (AISC)

AISC Detailing for Steel Construction

AISC Steel Construction Manual, Thirteenth Edition

AISC Specification for Structural Steel Buildings

AISC Specification for Structural Joints Using

ASTM A325 or ASTM A490 Bolts

AISC Code of Standard Practice for Steel Buildings and

Bridges

American Society for Testing and Materials (ASTM)

ASTM A1 Standard Specification for Carbon Steel Tee Rails

ASTM A6/A6M Standard Specification for General Requirements

for Rolled Structural Steel Bars, Plates,

Shapes, and Sheet Piling

ASTM A36/A36M Standard Specification for Carbon Structural Steel

ASTM A53/A53M Standard Specification for Pipe, Steel, Black and

Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A106/A106M Standard Specification for Seamless Carbon Steel

Pipe for High-Temperature Service

ASTM A108 Standard Specification for Steel Bar, Carbon and

Alloy, Cold Finished

http://standards/docs/SAMSS/PDF/12-SAMSS-008.pdf

http://standards/docs/Standard_Drawings/PDF/AA-036322-001.pdf

http://standards/docs/Inspection_Requirements/PDF/175-120100.pdf


http://standards/docs/Nonmaterial_Requirements/PDF/SA-7927.pdf




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ASTM A123/A123M Standard Specification for Zinc (Hot-Dip

Galvanized) Coatings on Iron and Steel

Products

ASTM A143/A143M Standard Practice for Safeguarding Against

Embrittlement of Hot-Dip Galvanized

Structural Steel Products and Procedure for

Detecting Embrittlement

ASTM A153/A153M Standard Specification for Zinc Coating (Hot-Dip)

on Iron and Steel Hardware

ASTM A193/A193M Standard Specification for Alloy-Steel and

Stainless Steel Bolting for High Temperature or

High Pressure Service and Other Special

Purpose Applications

ASTM A194/A194M Standard Specification for Carbon and Alloy Steel

Nuts for Bolts for High Pressure or High

Temperature Service, or Both

ASTM A307 Standard Specification for Carbon Steel Bolts and

Studs, 60,000 psi Tensile Strength

ASTM A325 Standard Specification for Structural Bolts, Steel,

Heat Treated, 120/105 ksi Minimum Tensile

Strength

ASTM A325M Standard Specification for Structural Bolts, Steel,

Heat Treated 830 MPa Minimum Tensile

Strength [Metric]

ASTM A384/A384M Standard Practice for Safeguarding Against

Warpage and Distortion during Hot-Dip

Galvanizing of Steel Assemblies

ASTM A385/A385M Standard Practice for Providing High-Quality

Zinc Coatings (Hot-Dip)

ASTM A490 Standard Specification for Structural Bolts, Alloy

Steel, Heat Treated, 150 ksi Minimum Tensile

Strength

ASTM A490M Standard Specification for High-Strength Steel

Bolts, Classes 10.9 and 10.9.3, for Structural

Steel Joints (Metric)

ASTM A500/A500M Standard Specification for Cold-Formed Welded

and Seamless Carbon Steel Structural Tubing

in Rounds and Shapes




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ASTM A501 Standard Specification for Hot-Formed, Welded

and Seamless Carbon Steel Structural Tubing

ASTM A563 Standard Specification for Carbon and Alloy Steel

Nuts

ASTM A563M Standard Specification for Carbon and Alloy Steel

Nuts [Metric]

ASTM A572/A572M Standard Specification for High-Strength Low-

Alloy Columbium-Vanadium Structural Steel

ASTM A653/A653M Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated

(Galvannealed) by the Hot-Dip Process

ASTM A759 Standard Specification for Carbon Steel Crane

Rails

ASTM A780/A780M Standard Practice for Repair of Damaged and

Uncoated Areas of Hot-Dip Galvanized

Coatings

ASTM A786/A786M Standard Specification for Hot-Rolled Carbon,

Low-Alloy, High-Strength Low-Alloy, and Alloy

Steel Floor Plates

ASTM A992/A992M Standard Specification for Structural Steel Shapes

ASTM A1008/A1008M Standard Specification for Steel, Sheet, Cold-

Rolled, Carbon, Structural, High-Strength

Low-Alloy, High-Strength Low-Alloy with

Improved Formability, Solution Hardened, and

Baked Hardenable

ASTM A1011/A1011M 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

ASTM B695 Standard Specification for Coatings of Zinc

Mechanically Deposited on Iron and Steel

ASTM E376 Standard Practice for Measuring Coating

Thickness by Magnetic-Field or Eddy-Current

(Electromagnetic) Examination Methods

ASTM F436 Standard Specification for Hardened Steel

Washers

ASTM F436M Standard Specification for Hardened Steel




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Washers [Metric]

ASTM F606 Standard Test Methods for Determining the

Mechanical Properties of Externally and

Internally Threaded Fasteners, Washers,

Direct Tension Indicators, and Rivets

ASTM F606M Standard Test Methods for Determining the

Mechanical Properties of Externally and

Internally Threaded Fasteners, Washers, and

Rivets [Metric]

ASTM F959 Standard Specification for Compressible-Washer-

Type Direct Tension Indicators for Use with

Structural Fasteners

ASTM F959M 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 Standard Specification for Zinc Coating, Hot-Dip,

Requirements for Application to Carbon and

Alloy Steel Bolts, Screws, Washers, Nuts, and

Special Threaded Fasteners

American Welding Society (AWS)

AWS D1.1/ D1.1M Structural Welding Code – Steel

AWS D1.3/ D1.3M Structural Welding Code – Steel Sheet

AWS D14.1/D14.1M Specification for Welding of Industrial and Mill

Cranes and Other Material Handling

Equipment

European Standards

EN 10204 BS EN 10204: Metallic Products – Types of

Inspection Documents

BS EN 10025-2 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




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Process Industry Practices (PIP)

PIP STF05501 Fixed Ladders and Cages Fabrication Details

PIP STF05511 Fixed Industrial Stairs

PIP STF05520 Details for Pipe Railing for Walkway and Working

Surface

PIP STF05530 Grating Fabrication Details

Steel Deck Institute (SDI)

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 Occupational Safety and Health Standards

OSHA 29 CFR 1926 Safety and Health Regulations for Construction

4 Products and Materials

4.1 Material Requirements

4.1.1 All material shall be of new stock.

4.1.2 The minimum thickness of any part of a structural shape shall be 5 mm.

4.1.3 Where contact of dissimilar metals will cause galvanic corrosion, a

suitable insulating material shall be provided between the metals.

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 10025-2 S355JR/JO may be used as substitutes for W & WT shapes. Commonly accepted shapes include shapes specified to Japanese Standards

http://standards/docs/PIP/PDF/STF05501.pdf







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(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. 31.

4.6 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-036322 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





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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-036322 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.

4.12 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 A759

4.13 Checkered Floor Plates

ASTM A786/ASTM A786M Pattern 4 or 5 and ASTM A36/A36M





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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.

4.15 Heavy Duty Metal Bar Grating

Heavy duty metal bar grating shall comply with NAAMM MBG 532.

4.16 Grating Fasteners

Grating shall be securely fastened to the supporting members as shown in

NAAMM MBG531 and PIP STF05530. When grating clips are used, they shall

be from a recognized manufacturer with a published datasheet and written

installation procedures including tightening criteria. The grating fasteners shall

be of a design that permits installation by a single worker without requiring

access to the underside of the grating. The grating clips shall be stainless steel

or shall be galvanized per ASTM A153/ASTM A153M or ASTM B695.

4.17 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

5.1.1 Galvanized steel is acceptable under cementatious fireproofing.

Galvanized steel that will receive intumescent fireproofing materials

must be brush-off blasted (sweep blast) and then receive an APCS-1B

primer prior to the application of the intumescent fireproofing.

5.1.2 Bare carbon steel that will receive 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.





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5.2 Galvanizing

5.2.1 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.

5.2.2 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.

5.2.3 General Fabrication

5.2.3.1 It shall be the Fabricator's responsibility to safeguard

against embrittlement and warpage per

ASTM A143/A143M and ASTM A384/A384M.

5.2.3.2 Fabrication details shall meet the requirements of

ASTM A385/A385M to allow for the creation of high

quality zinc coatings.

5.2.3.3 Whenever practical, cutting, drilling and welding shall be

performed before galvanizing. The Fabricator shall remove

weld slag before galvanizing.

5.2.3.4 The edges of tightly contacting surfaces shall be completely

seal welded.

5.2.3.5 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.

5.2.3.6 The Fabricator before proceeding shall bring potential

problems that require a modification in design to the

attention of the Buyer.




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5.2.4 Galvanizing of Steel Hardware

5.2.4.1 Nuts shall be tapped oversize in accordance with

ASTM A563 or ASTM A563M.

5.2.4.2 Nut threads shall be retapped after hot-dip galvanizing to

provide proper fit.

5.2.4.3 Direct tension indicators, if used, shall be mechanically

galvanized by the manufacturer according to the

requirements of Class 50 of ASTM B695.

5.2.4.4 Anchor bolt coatings shall be in accordance with Standard

Drawing AA-036322 Sht. No. 001 (Rev. No. 08 or later).

5.2.5 Inspection of Galvanized Steel

The Buyer reserves the right to inspect and reject all galvanized steel in

accordance with the provisions of ASTM A123/A123M and

ASTM E376.

5.2.6 Repair of Galvanized Steel

5.2.6.1 Any damage to galvanizing shall be repaired in accordance

with ASTM A780/A780M.

5.2.6.2 Before repair of damaged galvanized coating, exposed

substrate metal shall be cleaned to bright metal and free of

all visual rust, oil, or grease. Any non-adhering galvanizing

shall be removed to the extent that the surrounding

galvanizing is integral and adherent.

5.2.6.3 When surface defects exceed 2% of a member's area, the

defects shall be repaired by redipping the member in the

zinc bath.

5.2.6.4 Cold repair using an organic zinc rich coating (primer in

APCS-1C) 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)

5.2.6.5 Only products approved under APCS-1C shall be used.





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5.2.6.6 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

5.2.6.7 Hot repair shall be made using zinc alloy rod or powder

manufactured for the repair of galvanized steel.

5.2.6.8 Flux, heavy ash, or heavy dross inclusions shall be removed

by brushing, grinding, or filing as required.

5.2.6.9 Galvanized steel which has been rejected shall be stripped,

regalvanized, and submitted again for inspection.

5.2.6.10 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.

5.2.6.11 If galvanized tension control bolts are used, all bare steel

surfaces (i.e., bolt ends) shall be repair galvanized per this

section.

5.3 Painting and Coatings

5.3.1 Where hot-dip galvanizing cannot be done after fabrication, uncoated

locations shall be painted in accordance with the Saudi Aramco

Engineering Standards SAES-H-001, SAES-H-100 and SAES-H-101.

5.3.2 Where fireproofing of structural steel is specified, the steel shall be

coated with materials that are qualified and approved in accordance

with SAES-H-001, APCS-1B, Epoxy Coated System with Epoxy

Primer (also see section 5.1.2).

5.3.3 Shop painting is not required unless specified in the Purchase Order,

except for communication towers, which require painting, aviation

marking and lighting as follows:

a) Surface preparation and dry film thickness requirements shall be

in accordance with SAES-H-001, APCS-1E.








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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-063.

5.3.4 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.

5.3.5 High-strength anchor bolts shall be coated in accordance with Standard

Drawing AA-036322 Sht. No. 001 (Rev. No. 08 or later).

5.4 Fixed Ladders and Cages

Fixed ladders and cages shall comply with PIP STF05501.

5.5 Fixed Industrial Stairs

Fixed industrial stairs shall comply with PIP STF05511.

5.6 Pipe Railing for Walkway and Working Surfaces

Pipe railing for walkway and working surfaces shall comply with PIP Standard

STF05520. Angle railing shall not be used.

5.7 Grating Details

Grating details shall comply with STF05530.

6 Fabrication

6.1 General

6.1.1 All fabrication shall be in accordance with the AISC Code of Standard

Practice for Steel Buildings and Bridges and the AISC Specification

for Structural Steel Buildings.

6.1.2 All structural steel shall be made by open hearth, basic oxygen or

electric furnace process. Bessemer steel is not acceptable.

6.1.3 No rimmed or capped steel shall be used.

6.1.4 Structural steel pipe shall be limited to seamless or electric-welded,

straight-seam pipe. Where steel pipes or tubing are used, all open ends

shall be sealed to prevent internal corrosion.


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6.1.5 The welding symbols used on plans and shop drawings shall be per the

American Welding Society (AWS). The field connection symbols

shall distinguish between assembly yard and erection site connections.

6.1.6 All welding shall be in accordance with AWS D1.1/D1.1M, Structural

Welding Code – Steel or AWS D.1.3, Structural Welding Code – Sheet

Steel, as appropriate.

6.1.7 Shop splices, substitutions of member sizes, or changes in details or

dimensions shall not be permitted without written authorization from

the Chairman of the Onshore Structures Standards Committee.

6.1.8 In order to reduce field connections to a minimum, shop assembly shall

be as complete as possible, consistent with the feasibility and economy

of the handling and shipping of the assembled units. Sections or

assemblies too long for shipment shall be provided with field joints of

the same member strength.

6.1.9 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 joint-

penetration 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 6.2.6.2 for additional welding requirements.

6.1.10 All beams, except cantilevers, shall be fabricated with natural mill

camber in the up position.

6.1.10 All re-entrant corners shall be shaped, notched-free, to a radius.

6.1.12 Fabricator, when performing shop assembly work, shall not exceed the

tolerances specified in AISC Code of Standard Practice for Steel

Buildings and Bridges.

6.1.13 Base plate hole sizes for structural steel columns shall be as follows:




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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

6.1.14 All pieces shall be clearly marked with permanent identifying erection

mark number. Method and location of marking shall be approved by

Buyer.

6.1.15 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.

6.1.16 Exposed corners, edges, burrs or rough spots on handrails, guards,

ladders, platforms and stairs, which might cause injury to personnel

using the assembled structure, shall be ground or filed smooth.

6.1.17 Platforms, stairways and handrails shall be shop-assembled in the

largest units suitable for handling and shipping. Ladder cages shall be

shop assembled on ladders.

6.1.18 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.

6.1.19 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.

6.1.20 Joints perpendicular to the span of grating and checkered plate flooring

shall occur only over support members.

6.1.21 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




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fabricator-designed. Unless otherwise noted on the design drawings, all

connections not fully detailed on the design drawings shall be fabricator-

designed or fabricator-selected as defined below.

6.2.1 Engineer-Designed Connections

6.2.1.1 Engineer-designed connections will be fully designed and

detailed on the design drawings and shall be furnished as

shown.

6.2.1.2 Engineer-designed connections shall be only those

connections fully detailed on the design drawings, showing

all fastener sizes, arrangement, dimensions, and all

connection material, and weld types, sizes and the length

for each individual member or part to be joined. The

fabricator shall reflect this information on shop drawings.

6.2.1.3 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.

6.2.2 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 10-3.

6.2.3 Fabricator-Designed Connections

6.2.3.1 Fabricator-Designed connections shall be designed and

detailed by the Fabricator to carry all loads shown on the

design drawings or as specified in the contract documents.

6.2.3.2 The Fabricator shall have an experienced Structural

Engineer design or supervise the design of all fabricator-

designed connections.

6.2.3.3 Fabricator-designed connections shall meet all requirements

of the contract documents. In all cases, design shall

consider the entire joint (including beams, girders, columns,

and bracing) and shall take into account 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




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and furnish stiffeners for column webs, column flanges and

elements of other members involved as required.

6.2.3.4 If transfer forces (axial forces at ends of beams and girders)

are shown on the design drawings, framed beam

connections shall be designed to carry the transfer forces in

combination with the beam end reactions.

6.2.3.5 Checked engineering calculations for each Fabricator-

designed connection shall be sealed and signed by the

responsible structural engineer who designed or supervised

the design of the connections. Additionally, where required

by the contract documents, all shop drawings containing

fabricator-designed connections shall be sealed and signed

by the responsible structural engineer and shall be

submitted to the Saudi Aramco Representative for review.

6.2.3.6 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.

6.2.4 Allowable Stress Increase

The Fabricator shall not increase allowable stresses in the design of

connections (i.e., no one-third increase for wind and seismic as

required by ASD), unless noted otherwise on the design drawings (if

LRFD design is used).

6.2.5 Bolted Connections

6.2.5.1 Design, detailing, and fabrication of bolted connections

shall be in accordance with either the AISC Allowable

Stress Design (ASD) or Load and Resistance Factor Design

(LRFD) method, as noted in the contract documents.

6.2.5.2 Connection design shall conform to the following standards:

a) AISC Specification for Structural Joints using

ASTM A325 or A490 Bolts

b) AISC Steel Construction Manual

c) AISC Detailing for Steel Construction




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6.2.5.3 ASTM A325/A325M high-strength bolts, ¾ inch (20 mm)

in diameter, shall be used in all bolted structural

connections, unless otherwise noted in the contract

documents. However, larger ASTM A325/A325M bolts

may be used when required to meet connection capacity

requirements and shall be clearly flagged on the erection

drawings.

6.2.5.4 All ASTM A325 or ASTM A325M high-strength bolts,

shall be Type 1, galvanized. Galvanized washers and nuts

shall be furnished for galvanized bolts.

6.2.5.5 All bolts, nuts, and washers shall be properly identified and

marked with the material grade and manufacturer's logo if

required by respective ASTM standard. All fasteners not so

marked shall be rejected. Should any unmarked fasteners

be installed, they shall be removed. Mechanical testing of

unmarked fasteners shall not constitute justification for their

use.

6.2.5.6 The minimum 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.

6.2.5.7 The minimum number of bolts in a framed beam connection

shall be two bolts.

6.2.5.8 High-strength bolted connections shall be bearing-type in

accordance with A325-N with the threads included in the

shear plane.

6.2.5.9 Slip-critical connections in accordance with A325-SC shall

be used if noted on the contract documents.




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6.2.5.10 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.

6.2.5.10 Ladder, stair tread, purlin, girt, doorframe and handrail

connections may be made with standard machine bolts,

conforming to ASTM A307.

6.2.5.11 ASTM A307 bolts, when used, shall be limited in size to

85 inch (16 mm) diameter and smaller.

6.2.5.12 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.

6.2.5.13 For framed-beam bearing connections, horizontal short-

slotted holes are permitted in the outstanding leg of clip

angles if approved by the engineer of record.

6.2.5.14 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.

6.2.5.15 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.

6.2.5.16 Hardened washers shall be provided under all bolt heads

and/or nuts adjacent to any ply with oversized or slotted

holes. For standard holes, a minimum of one hardened

washer shall be supplied with each bolt.

6.2.5.17 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.




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6.2.5.18 Where high-strength bolts are used, "turn-of-nut" or "load

indicating washer" methods may be used for bolt

tightening. Temporary shop erection bolts must be

removed and replaced with high-strength bolts. A marking

system shall be used to mark high-strength bolted

connections after tightening is completed.

6.2.5.19 All bolt lengths shall be determined from the Commentary

in Specifications for Structural Joints Using ASTM A325 or

ASTM A490 Bolts, Table C-2.2.

6.2.5.20 A minimum of 5% extra quantities of each bolt size and

length, including nuts and washers, shall be furnished by

the fabricator for field erection.

6.2.5.21 All column splices shall be field-bolted and conform to

AISC Detailing for Steel Construction.

6.2.5.22 A washer shall be furnished with each anchor bolt. Plate

washer thicknesses shall be as shown on the design

drawings.

6.2.5.23 All nuts for high-strength bolts shall be wax-dipped to

reduce torque during installation.

6.2.5.24 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.

6.2.6 Welded Connections

6.2.6.1 Design, detailing, and fabrication of welded connections

shall be in accordance with either AISC's Allowable Stress




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Design (ASD) or Load and Resistance Factor Design

(LRFD) method, as noted in the Contract Documents.

6.2.6.2 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 D14.1.

6.2.6.3 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.

6.2.6.4 The minimum fillet weld size is 3/16 inch (5 mm) for

structural welds. Seal welds may be 1/8 inch (3 mm)

minimum fillet weld.

6.2.6.5 All structural strength welding shall be continuous, unless

alternate procedures are approved by the Chairman of the

Onshore Structures Standards Committee.

6.2.6.6 The Fabricator shall design and install erection clips for

field-welded connections.

6.2.6.7 Field connections for random-length materials of handrail

and ladder cage assemblies shall be welded.

6.2.6.8 Continuous seal-welding shall be used in places that are not

self-draining or where crevice corrosion is likely to occur.

If seal-welding is not practical, alternative methods of

sealing shall be used with the approval of the Saudi Aramco

Representative.

6.2.6.9 Fabricator shall remove all run-off bars and extension tabs.

6.2.7 Shop and Field Connections

6.2.7.1 All field connections shall be bolted and all shop

connections shall be either bolted or welded, unless

otherwise shown on the design drawings.




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6.2.7.2 Single-angle shear connections shall not be used.

6.2.7.3 To ensure electrical continuity if shop-applying non-

conductive 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.

6.2.8 Bracing Connections

6.2.8.1 Unless otherwise noted on the design drawings, connections

for pre-assembled bracing and truss members shall be

designed for the forces shown on the design drawings, 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.

6.2.8.2 All cross-bracing shall be bolted at intersections with one

bolt minimum for angles and two bolts minimum for tees.

6.2.8.3 All bracing connections, including gusset plates, shall be

designed in accordance with the AISC Steel Construction

Manual.

6.2.8.4 All gusset and stiffener plates shall be 3/8 inch (10 mm)

minimum thickness. For minor structures such as platforms

and miscellaneous structures, ¼ inch (6 mm) thick gusset

and stiffener plates may be used. The minimum thickness

for connection plates in electrical transmission towers or

communication towers shall be ¼ inch (6 mm).

6.2.8.5 Unless otherwise noted on the design drawings, all vertical

bracing and knee bracing shall have gusset plates on

column centerlines.

6.2.8.6 Unless otherwise noted on the design drawings, the

following working points shall be used:

a) For vertical bracing at the intersection of a column,

beam and brace, the gusset plate shall be connected to

both beam and column. The work point shall be the

point at which the beam and column centerlines

intersect.




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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.

6.2.9 Connections for Concrete Fireproofed Members

6.2.9.1 Connections for members fireproofed with concrete shall be

detailed to minimize blockouts in shop applied fireproofing.

6.2.9.2 Gusset plates for vertical or horizontal bracing members

and single-plate shear connections for beams shall extend

outside fireproofing a sufficient length to make the

connection with the fireproofing in place.

6.2.9.3 Handrails shall not be connected to fireproofed columns.

6.3 Handling, Shipping, and Delivery

6.3.1 Handling and Shipping

6.3.1.1 Delivery of steel shall be in the order needed for erection.

The delivery sequence for the fabricated steel, unless

otherwise noted in the contract documents or arranged by

Saudi Aramco, shall be as follows:

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.

6.3.1.2 All bolts, washers and nuts shall be packaged and delivered

in rigid, weatherproof containers. Cardboard containers are




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not acceptable.

6.3.1.3 Railcars and/or trucks shall be loaded and cribbed so that

they can be readily unloaded by others. Load in such a

manner that continuous drainage is assured.

6.3.1.4 The Fabricator shall ensure that all steel and its coatings are

protected from any damage caused by handling, storage or

shipping prior to receipt by the Buyer.

6.3.1.5 The Fabricator shall ensure that adequate protection is

provided for threads on sag rods, anchor bolts, and any

other threaded components to prevent damage during

shipping and handling. Care shall be taken that holes and

surfaces prepared for connection and the threads of bolts,

anchors, mortises, etc., stay clean and undamaged.

6.3.1.6 The bottom of base plates shall be clean and free of any rust

or corrosion.

6.3.2 Delivery

6.3.2.1 The Fabricator is responsible for delivering all materials

and documentation to the job site in good condition.

All material and documentation will be inspected

immediately upon receipt by Buyer to determine that all

items included in the Bill of Materials have been supplied,

to assure that all documentation has been received, and to

check for any damage.

6.3.2.2 All materials designated for the care, custody and control of

the Erector shall be received, unloaded, stored, and

otherwise handled in a manner that will prevent distortion,

deterioration, or damage.

6.3.2.3 Saudi Aramco reserves the right to reject all damaged or

substandard material or documentation.

6.4 Erection and Shop Drawings

6.4.1 Shop drawings and erection drawings shall be prepared in accordance

with the AISC documents listed in this specification.

6.4.2 Erection drawings shall reference the corresponding design drawings.

Every steel piece on the shop drawings shall reference the appropriate

erection drawing.




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6.4.3 Shop drawings shall clearly show the specification and grade of steel to

be used.

6.4.4 Erection and shop drawings shall be grouped in sets and identified

separately for each structure or yard area.

6.4.5 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.

6.4.6 Erection drawings shall clearly identify slip critical high strength

bolted connections.

6.4.7 All fabricated steel sections shall be match-marked for field assembly

with designating numbers or letters corresponding to the field erection

drawings. Match-marking of steel shall be done with suitable paint,

waterproof ink or with pressed metal tags.

6.4.8 In addition to the Fabricator's identification marks, each item or bundle

of walkways and platforms shall be marked with a unique tag number to

clearly indicate its associated equipment. Each item or bundle of

walkways and platforms shall also be indicated on the erection drawings.

6.4.9 Shop drawings shall state the welding procedure and welding electrode

to be used.

6.4.10 Shop drawings shall clearly show the specification and grade of steel to

be used.

6.4.11 The buyer's purchase order number shall be shown on all erection and

shop drawings.

6.4.12 Surface preparation and shop-applied coatings, including areas to be

masked, shall be noted on the shop drawings.

6.4.13 The Fabricator shall provide a bolt list and a list of other fasteners

showing the number, grade, size, and length of field bolts for each

connection. These lists may be shown on either the shop drawings or

on separate sheets.

6.4.14 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

6.5.1 A shipping list (including total weight), a bolt list, and a minimum of




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two sets of final erection and shop drawings shall accompany the first

shipment of each release.

6.5.2 Design drawings including foundation loading diagrams shall be

provided for approval of the Buyer as specified in the Non-Material

Requirements, Form SA-7927 attached to the Purchase Order.

6.5.3 The foundation loading diagram to be provided by the Vendor shall

show the type, size, location and projection of all anchor bolts for the

metal system components, and the minimum length and width of the

foundation required. Column reactions (magnitude and direction) and

minimum base plate dimensions shall also be included.

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 175-120100 or 175-120500 attached to the

Purchase Order.

7.5 Welding procedures and individual welders shall be qualified in accordance with

the requirements of 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.

http://standards/docs/Nonmaterial_Requirements/PDF/SA-7927.pdf







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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 butt-

welds 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 3.1.

7.8 The Buyer may require a quantity of representative samples of bolt assemblies

which the Fabricator shall supply to the Buyer for testing. Testing in accordance

with ASTM F606 or ASTM F606M will be at the Buyer's expense.

7.9 If any damage is discovered, or any parts, components, or documentation are

missing or otherwise defective, the occurrence shall be immediately reported to

the Buyer in writing.

7.10 Shop inspection may include, but not be limited to the following:




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Verification of conformance of materials with this Specification and the

drawings. The limits of acceptability and repair of surface imperfections for

structural steel shall be in accordance with ASTM A6/ASTM A6M.

7.11 Inspection of high-strength bolted connections shall be in accordance with AISC

Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts.

7.12 The buyer reserves the right to inspect and reject all galvanized steel in

accordance with ASTM A123/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.




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Appendix 1 – ASTM Material Equivalency

ASTM Materials EN Materials ISO Materials JIS Materials

ASTM A36/A36M EN 10025-2, Gr S275J0 ISO 630-95, E275 C G3106-95, SM490A

EN 10025-2, Gr S275JR

ASTM A53 ISO 9329-1, TS430 G3454-88, STPG 410

ISO 9330-1, TW430

ASTM A108, G1010 EN 10016-2, C10D ISO 4954, CC 11 X

G1015 EN 10016-2, C15D ISO 4954, CC 15 K

G1020 EN 10016-2, C20D ISO 4954, CC 21 K

ASTM A307 No Substitute No Substitute No Substitute


ASTM A325M No Substitute ISO 7412 per ASTM A325M No Substitute

ASTM A500 EN 10219-1, S355J0H G3444-94, STK490

G3466-88, STKR490

ASTM A501 EN 10210-1, S275J0H G3444-94, STK490

G3466-88, STKR490


ASTM A563M No Substitute ISO 4775 per ASTM A563M No Substitute

ASTM A1011/A1011M EN 10025-2, Gr S235JR ISO 3573, HR1 G3131, SPHC

ASTM A572/A572M, G50 EN 10025-2, Gr S355JR ISO 4950-2, E355DD G3106, SM490YA

G65 EN 10025-2, Gr S450JO ISO 4950-2, E460CC G3106, SM570

ASTM A759 None ISO 5003 E1101, E1103

ASTM A992/A992M EN 10025-2, Gr S355JR ISO 630-95, E355 C G3106, SM490YA

EN 10025-2, Gr S355J0 G3106, SM570

G3136

Note: The minimum published yield strength may vary based on the material thickness. Refer to the appropriate material specification.

12-SAMSS-007-2011 Fabrication of Structural and Miscellaneous Steel

Documents

Transcript of 12-SAMSS-007-2011 Fabrication of Structural and Miscellaneous Steel