ags-10 rev1

AGS-10

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Arthit Project SPECIFICATION STRUCTURAL WELDING AND INSPECTION

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Revision Description Date

0 Issued for PTTEP Bangkok Approval June ‘03

1 Reissued for detailed engineering 26 Aug ‘04

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TABLE OF CONTENTS

SECTION PAGE

1.0 SCOPE 5 2.0 CODES AND STANDARDS 5 2.1 American Institute of Steel Construction (AISC) 5 2.2 American Petroleum Institute (API) 5 2.3 American Welding Society (AWS) 5 2.4 American Society for Testing Materials (ASTM) 5 2.5 American Society for Nondestructive Testing (ASNT) 5 2.6 British Standards 6 3.0 WELDING CONSUMABLES 6 4.0 QUALIFICATION OF WELDING PROCEDURES AND PERSONNEL 7 4.1 General Requirements 7

4.2 Essential Variables 9

4.3 Welding Procedure Qualification Tests 11

4.4 Qualification of Welding Personnel 13

5.0 PRODUCTION WELDING 14 5.1 General Requirements 14

5.2 Base Metal Preparation 15

5.3 Cutting and Edge Preparation 15

5.4 Tack Welds 15

5.5 Correction of Unacceptable Fit-ups 16

5.6 Welding Equipment 16

5.7 Weld Identification and Marking 16

5.8 Tubular Splices 17

5.9 Beam Splices 17

5.10 Fillet and Seal Welds 17

5.11 Stiffeners and Padeyes 18

5.12 Preheat and Interpass Temperatures 18

5.13 Weld Profile 18

5.14 Welding Repairs 18

5.15 Arc Strikes 18

5.16 Weld Interruption 19

5.17 Post Weld Heat Treatment (PWHT) 19

5.18 Temporary Welds 20

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SECTION PAGE 6.0 INSPECTION & TESTING 20 6.1 General 20 6.2 Qualification of NDT Procedures and Personnel 23 6.3 Radiographic Examination 24 6.4 Ultrasonic Examination 24 ATTACHMENTS Figure 1 Vickers Hardness Test Locations 27 Figure 2 Charpy Impact Test Locations 28 Appendix A Procedure, Standards And Acceptance Criteria 29

For Structural Welding Appendix B Percentage Of Welds For Non-Destructive Testing 30

For Welding Of Offshore Structures

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1.0 SCOPE

This specification defines the minimum requirements for welding procedures, qualification of welding procedures, qualification of welders / welding operators, production welding, and weld inspection of offshore structures, topsides and buildings onshore and offshore.

If a conflict exists, the more stringent requirement shall govern unless advised otherwise by the Company. In all cases, Company’s decision shall be final.

2.0 CODES AND STANDARDS

The following codes, latest editions, shall be considered as part of this specification. In the event of conflicting statements, this specification shall govern.

2.1 American Institute of Steel Construction (AISC)

Specification for the Design, Fabrication and Erection of Structural Steel for Buildings.

2.2 American Petroleum Institute (API)

RP 2X Ultrasonic Examination of Offshore Structural Welding

API RP 2A-WSD Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms Working Stress Design

2.3 American Welding Society (AWS)

D1.1 Structural Welding Code

A 5.1 Mild Steel Covered Arc-Welded Electrodes

A 5.5 Low-Alloy Steel Covered Arc-Welding Electrodes

A 5.17 Bare Mild Steel Electrodes and Fluxes for Submerged Arc-Welding

A 5.20 Mild Steel Electrodes for Flux-Cored Arc-Welding

2.4 American Society for Testing Materials (ASTM)

A 370 Standard Methods and Definitions for Mechanical Testing of Steel Products

E 23 Standard Methods for Notched Bar Impact Testing of Metallic Materials

2.5 American Society for Nondestructive Testing (ASNT)

TC-1A Nondestructive Testing Personnel Qualification and

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Certification

2.6 British Standards

BS 7448 Fracture Mechanics Toughness Tests, Part 1 : Methods for Determination of KIC, Critical CTOD and Critical J Values of Metallic Materials

BS 7910 Guide on Methods for Assessing the Acceptability of Flaws in Metallic Structures

EEMUA 158 Construction Specification for Fixed Offshore Structures

3.0 WELDING CONSUMABLES

3.1 Welding consumables shall conform to the AWS code and shall be certified by the manufacturer as meeting the requirements of the classification.

3.2 Welding consumables shall be selected to match or exceed the base metals toughness, yield strength and tensile strength of the base material.

3.3 Manual shielded arc welding electrodes shall conform to AWS A 5.1 or A 5.5 specifications and be of low hydrogen classification E-XX15, E-XX16, and E-XX18 and be suitable for the position and conditions of their intended use. All passes shall be made with E-70XX or higher class electrodes.

3.4 Flux cored arc welding electrodes shall conform to AWS A 5.20 specifications and be suitable for low hydrogen welding. The electrode classification shall be E70T-1, E70T-5, or E70T-6, as applicable.

3.5 Flux and electrodes for submerged arc welding shall conform to AWS A 5.17 specification. The materials shall be used in accordance with the manufacturer’s recommendations regarding temperature and humidity limitations. Flux shall be screened and filtered before reuse. SAW fluxes shall be of the fully basic type and shall not be used to make alloying additions to the weld metal.

3.6 The minimum requirements for the care, storage and handling of consumables shall be according to the manufacturer’s requirements. Welding materials shall be handled, shipped, and stored in a manner that will prevent contamination by moisture, dirt, grease, oil or any other debris or other damage. The temperature and humidity storage conditions shall comply with the manufacturer’s recommendations. Electrodes and filler wires which show evidence of damage or deterioration and shielding gases which show signs of contamination shall not be used. Shielded metal arc welding electrodes shall be stored in drying ovens in accordance with AWS D1.1. A detailed storage and handling procedure shall be compiled by the Contractor and submitted to Company for review/approval.

3.7 Welding materials shall be identifiable by means of their original colour coding or by factory labelling until the time of use.

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3.8 Welding electrodes that have damaged flux, are not readily identifiable, or are of questionable acceptability, shall not be used.

3.9 Prior to use, as a minimum, basic low hydrogen consumables shall be dried by baking. The baking temperature/time shall be that which is necessary to achieve minimum diffusible hydrogen content of less than 10ml/100g of weld metal. Electrodes shall be transferred to holding ovens and heated quivers as necessary. Any electrodes remaining unused at the end of a shift shall be returned to the store and re-baked before being re-issued. Returned electrodes must be suitably identified to distinguish them from virgin electrodes.

3.10 Different grades of electrodes shall be stored separately.

3.11 All welding materials provided shall be subject to inspection by the Company representative whether at the mill, shop, or other work sites.

3.12 Inspection at the mill, shop, or fabrication sites will not relieve the Contractor of the responsibility for furnishing welding materials that satisfy specification requirements. Materials that do not conform to the requirements of this specification, shall not be used. Non-conforming materials may be rejected at any time at no cost to Company.

4.0 QUALIFICATION OF WELDING PROCEDURES AND PERSONNEL

4.1 General Requirements

4.1.1 Welding procedures shall be qualified in accordance with AWS D1.1 and the requirements as stated in this specification. Previously qualified welding procedures, welder or welding operator qualification, witnessed by a third party certification agency such as ABS, Lloyds, BV or DNV may be accepted, subject to review and approval by Company. Standard welding procedures which are covered in AWS D 1.1 as pre-qualified WPS’s without any need for qualification tests, are not acceptable.

4.1.2 All structural welding shall be in accordance with AWS D1.1, Structural Welding Code – Steel. Unless otherwise specified, in this specification or on the design drawings, all welds, shall be full penetration welds.

4.1.3 Acceptable methods of welding are SMAW, SAW, FCAW and GTAW processes. Gas metal arc welding with the short circuit transfer mode (GMAW-S) is normally not acceptable, however, the process may only be used with approval by the responsible Company representative and will only be approved for specific applications. GMAW is not acceptable as the primary welding process, but may be considered for root passes if completely removed or remelted by subsequent welding methods. GMAW may be used for seal welding and for non-structural appurtenances with wall thicknesses 9.5 mm (0.375 in.) and less.

4.1.4 All WPS’s and PQR’s shall be submitted to Company for approval prior to commencement of fabrication. The above documents shall identify all necessary procedures intended for use during fabrication.

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4.1.5 Tack welding shall be qualified as part of the welding procedure that governs the connection.

4.1.6 A procedure for repair of wide gaps shall be included. This procedure shall be in accordance with AWS D1.1 and this Specification.

4.1.7 If a procedure or welder produces excessive defects, the procedure and/or welder shall be re-qualified. Costs associated with the re-qualification shall be borne by the Contractor.

4.1.8 When weld through primers are used during fabrication, they shall be included in the weld procedure qualification. During weld procedure qualification, the thickness of weld through primer shall be measured. Any increase in thickness of primer in production, shall necessitate re-qualification of the affected PQR.

4.1.9 Permanent back-up bars shall not be used.

4.1.10 For gas shielded process (e.g. FCAW, GTAW, and GMAW), windshield protection shall be provided.

4.1.11 Should Post Weld Heat Treatment (PWHT) be required, Contractor shall completely define the method of application in the welding procedures submitted. Consideration shall be given to the possible reduction in material yield strengths resulting from any PWHT.

PWHT shall only be performed at the direction of the Company.

4.1.12 “Downhill” welding shall not be allowed, without prior written approval of the Company.

4.1.13 Filler metals for welding, materials of different strengths and toughness, shall be required to develop the strength of the lesser and toughness of the greater requirement.

4.1.14 Prior to commencing welding work, the Contractor shall submit written welding procedures for all welding, previously qualified or otherwise, to the Company for approval. The documentation for each procedure shall contain, but is not limited to:

• Welding process(es) and type(s) (automatic, manual, machine, or semi-auto), code specification.

• Joint design including arrangement of parts to be welded, weld layers and bead sequence, backing, if used, and type of backing material.

• Base metals specification and type or grade, thickness, diameter, chemical analysis and mechanical properties.

• Filler metals specification and electrode size.

• Weld position and progression.

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• Minimum preheat and maximum interpass temperature and means of maintenance.

• Post weld heat temperature and time range.

• Type and composition of shielding gases.

• Electrical characteristics of current, polarity, amperage and voltage range, tungsten electrode size and type, mode of metal transfer if GMAW, electrode wire feed speed.

• Technique of joint cleaning, bead type, number of passes and electrodes.

• Weld repair procedures including welder and foreman identification, type of filler meal, joint preparation, preheat, root and final pass, non-destructive examination results.

• Welder’s qualification test record specifying applicable WPS, essential variables and providing the welder’s identification symbol.

4.2 Essential Variables

4.2.1 The following essential variables shall be used in addition to AWS D1.1, for qualification of welding procedures. Any deviation from these variables shall require a new weld procedure be qualified. All essential variable tolerances listed as percentage variations apply to the actual qualified mean values recorded for each pass:

a. An increase of more than 38°C in the maximum interpass temperature.

b. An increase in heat input or an increase in volume of weld metal deposited per unit length of the weld, over that qualified. The increase may be measured by either of the following:

• Heat input (Joules/inch) = Voltage x Amperage x 60 / Travel Speed (inch/min.)

• Volume of Weld Metal = an increase in bead size or decrease in length of weld bead per unit length of electrode.

c. For impact texting and CTOD testing qualification welds made in 3G vertical progression will qualify for all positions only with respect to impact and CTOD provided the maximum electrode used in qualifying the vertical procedure is not exceeded in other positions and heat input allowed in any other position is within the range of heat input qualified by the vertical weld.

d. Where CTOD testing is to be qualified as a part of welding procedure, job thickness shall not exceed CTOD qualification Test thickness.

e. Where CTOD testing is to be qualified as a part of welding procedure, separate tests are required to qualify single and double-sided preparations where both are appropriate to the work.

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4.2.2 For Welding procedures with impact / CTOD testing, heat inputs shall not exceed 3.5 kJ/mm for material grades 275 and higher.

4.2.3 Test pieces for welding procedure qualifications shall be in accordance with AWS D1.1 and this specification. Test pieces for procedure qualification of carbon steel, shall be selected from the higher range of carbon equivalents. For all types of steel, the carbon equivalent (CE & Pcm) shall be calculated base on product analysis.

When the carbon content is greater than 0.12%, the following Carbon Equivalent formula, shall be applicable.

CE = C + Mn + Cr + Mo + V + Cu + Ni

6 5 15

When the carbon content is 0.12% or less, the following Carbon Equivalent formula, shall be applicable.

Pcm = C + Si + Mn + Cu + Cr + Ni + Mo + V + 5B

30 20 60 15 10

Procedures shall be qualified for welding production materials with a CE or Pcm up to and including 0.02% higher than the qualification test material. Heat/ladle analysis may be used if approved by Company when product analysis is not reported. Use of higher CE or Pcm steels will require a new welding procedure qualification.

4.2.4 Types of grooves and tolerances for drawing details and final fit-up of any welded joint shall conform to figure 3.4 of AWS D1.1. Joints which vary from these shall be referred to Company for approval or correction. Root openings for single sided welds without backing shall be ≥ 1/16 in. (1.6 mm).

4.2.5 Root and capping passes during qualification, shall be made at a preheat temperature and heat input no higher than the lowest values specified for production welds.

4.2.6 Unless otherwise approved by Company, interpass grinding shall not be used during qualification test welding. Grinding is considered an essential variable and must be used for field welding to the same extent. If used during procedure qualification, each welder shall have access to his own grinder, and each pass shall be ground as demonstrated on the qualification test.

4.2.7 A temper-bead sequence shall not be used during procedure qualification to deliberately improve heat affected zone hardness. The final welding procedure cap pass shall be placed along the side of the weld so as to overlap onto the base metal. Production welds qualified may be made with or without temper beads.

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4.3 Welding Procedure Qualification Tests

4.3.1 All welding procedures shall be qualified in accordance with AWS D1.1 except as modified by this specification. In addition to applicable Code requirements, procedure qualification for fillet welds not qualified by full penetration butt welds, shall include a hardness test and meet the requirements of this specification.

4.3.2 If joint fit-up tolerances in production welds exceed those permitted, written weld buttering instructions shall be developed by Contractor for Company approval. These shall detail the complete base material preparation, welding, surface finishing, and inspection methods. Welding must comply with a Company approved WPS.

4.3.3 AWS D1.1 limits on qualified thickness ranges, shall be followed except where it allows an unlimited maximum thickness. In those cases, a limit of 2T maximum shall be applied, where T is the wall thickness of the test coupon.

4.3.4 Acceptance Criteria for Welding Procedure Qualification Tests

The completed weld shall be evaluated by the following in accordance with the acceptance criteria of AWS D1.1 and this specification:

• Visual inspection;

• radiography (ultrasonic examination when specified by Company);

• mechanical tests per AWS D1.1 and this specification.

4.3.5 Mechanical Testing Requirements

The additional requirements described below will supplement AWS D1.1 requirements. Mechanical testing shall be carried out by a Company approved testing laboratory and witnessed by Company representative.

a. Hardness Test

For all weld procedures, the maximum hardness shall be determined using Vickers hardness tests (ASTM E92). The test load shall be less than or equal to 10 kg.

Maximum acceptable hardness shall be 325 HV10. Hardness tests shall be carried out as shown in Figure 1. If any individual hardness value exceeds the limit specified, further hardness readings shall be taken at the same location, to check for consistency and confirm the presence of high unacceptable hardness. If it is proven to be unacceptable hardness, the welding procedure needs to be modified and re-qualified.

One weld area sample (including weld, HAZ, and parent metal) shall be ground, polished, and etched with a suitable etchant so as to clearly reveal the weld metal, fusion line, and HAZ microstructures under the microscope.

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Rockwell and Brinell hardness tests are not acceptable. Conversions from Rockwell or Brinell hardness tests are not acceptable.

A photograph or photo macrograph of 1X to 3X magnification clearly showing the hardness indentations, HAZ, and the weld zone shall be included in the test results.

b. Charpy Impact Test

Unless otherwise specified, butt joint welding procedure qualification tests for material types, 3, 4, 5, 6 & 7 shall also include Charpy V notch impact testing in accordance with ASTM A 370. Impact testing shall cover Weld metal, Fusion Line and HAZ. Minimum acceptable average values for all weld procedures shall be 27J for 35 Ksi Steel, 36J for 50 Ksi Steel and 45J for 60 Ksi steel at minus 20°C for all thickness. The location of weld, fusion line and HAZ Charpy testing specimens shall be in accordance with Figure 2.

c. Crack Tip Opening Displacement Tests

• CTOD testing of welds, is required as a part of Welding procedure qualification tests, when the job thickness is 50 mm and above for material types 3, 4, 5, 6 & 7. The CTOD tests shall be carried out using maximum thickness encountered during fabrication as per the essential variables of AWS D1.1 and this specification.

• All costs associated with the test program shall be borne by the Contractor.

• The test welds shall be tested in the as-welded condition by CTOD testing to BS 7448 Part 2 in the weld.

• Test plates shall be of dimension 1.5m x 0.35m minimum and weld preparation shall be such that the joint contains one square edge.

• An all weld metal tensile test shall be conducted as a part of welding procedure qualification test and actual weld yield stress shall be used for computing CTOD.

• For each test the least of the values of δc, δu or δm shall be greater than or equal to 0.25mm when tested at 0°C. Where welds are required to achieve values greater than 0.25mm, the required values will be indicated on the relevant drawing. Lower values require approval by Company on a case by case basis.

• All CTOD test results together with CTOD record traces including all failures shall be reported and submitted to Company for review.

• Where the specified values cannot be achieved, the Contractor may submit for review, after consulting with Company, justification of the lower values achieved using the “fitness for purpose criteria” of BS 7910.

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• These requirements apply to Types 3, 4, 5, 6 & 7 steel only which has been pre-qualified per API RP 2Z. Testing shall be conducted on the thickest plate supplied.

• Test welds for each welding process to be used in production, shall be performed by the Contractor. Heat inputs used shall be representative of the highest to be used in production. Mechanical testing shall consist of three CTOD tests from each type of weld metal. Testing will be to BS 7448 Part 2 using the validation criteria specified in EEMUA 158.

• The steel supplied used for the qualification tests, shall be representative of the steel supplied in the bulk order in terms of chemistry, manufacturing route and heat treatment.

4.4 Qualification of Welding Personnel

4.4.1 Welders and Welding Operators shall be qualified in accordance with AWS D1.1 except as modified by this specification. This qualification is at the Contractor’s expense. Qualification on production welds shall not be allowed.

4.4.2 In addition to the tests required by AWS D1.1 and this specification, welder qualification for any portion of the test made by GMAW-S (short circuit metal transfer) shall include guided bend specimens. Qualification of GMAW-S by radiography only, is not permitted.

4.4.3 Contractor may submit evidence of previous qualification to Company in accordance with the minimum requirements of this specification. All previously qualified welders and welding operators shall comply with the standard period of effectiveness covered in AWS D1.1. For welders without prior experience on Company work, re-qualification and witnessing by Company representative may be required.

4.4.4 Welder Qualification Register and Welder/Welding operator performance qualifications shall be made available for review and approved by Company. Qualifications shall be re-endorsed every 6 months by the Contractor.

4.4.5 The Contractor shall implement a system to monitor welders’ performance. Any welder whose weld reject exceeds the maximum limit rate (as mutually agreed between Contractor and Company), based on radiography and/or ultrasonic, shall be removed until retrained and re-qualified. Re-testing shall be limited to two (2) re-tests.

4.4.6 All tubular joints and critical welds, such as those on lifting lugs, shall be made by welders qualified for position 6GR.

4.4.7 Welder and welding operator qualification tests shall be conducted prior to the performance of any production welding. Qualification test records shall be submitted to the Company for approval before the welder is permitted to work on the project.

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4.4.8 The decision of the Company regarding the qualification of any welder shall be final. The Company retains the right to require re-testing of any welder or welding operator at anytime and be at Contractor’s expense.

4.4.9 Each qualified welder shall be assigned an identification symbol, and a record shall be kept of these symbols by the Contractor. Two (2) copies of the symbol record shall be submitted to the Company.

5.0 PRODUCTION WELDING

5.1 General Requirements

5.1.1 All weld bevels shall be prepared by thermal cutting & grinding or by machining to a smooth, bright uniform surface. Surfaces inaccessible to grinding shall be abrasive blasted to near white metal with subsequent removal of all abrasive and residue near the weld groove.

5.1.2 Design of butt weld groove preparations and assembly tolerances shall be in accordance with AWS D1.1 and the approved welding procedure specification/drawings. For single sided full penetration SMAW welds, the root opening shall not be less than 3mm and not greater than 5mm.

5.1.3 Seal welding and welding of temporary attachments (including scaffolding supports and tie-downs) shall be performed in accordance with the approved welding procedures.

5.1.4 Welding shall proceed in a manner that minimizes residual stresses or distortions. The finished structure shall be as free from distortion as possible. The Contractor shall be responsible for preventing or correcting distortion and for maintaining alignment within the tolerances stated in this specification. If excessive distortion becomes evident, corrective methods shall be applied based on Company approved procedures.

5.1.5 All single-vee butt welds shall be welded from both sides where access permits.

5.1.6 When more than one weld pass is deposited on a joint, each pass shall be thoroughly cleaned by wire brushing and chipping before the next pass is applied.

5.1.7 Welds shall not be quenched or cooled other than by contact with the natural atmosphere. Welds shall be protected from rapid cooling caused by rain, wind, or other inclement weather.

5.1.8 Surfaces of metal to be welded shall be free of fins, tears, cracks, loose scale, slag, rust, oil, paint, and other defects or contaminants that would adversely affect the quality or strength of the weld.

5.1.9 Welded areas shall be made clear of grease, spatter, flux and slag prior to application of protective coatings.

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5.1.10 Permissible atmospheric exposure time limits for low hydrogen shielded metal arc welding electrodes shall be as set out in AWS D1.1, Table 5.1, Column A. Alternate extended exposure time periods, whether established by test or not, shall not be allowed.

5.1.11 All welded joints to be subsequently covered by an abutting member weld shall be accepted by NDE prior to fit-up or welding of the covering member. All plate butt welds that will be subsequently covered by an abutting weld shall be ground smooth on the attachment surface for a minimum distance of 50mm either side of the intended attachment. A gradual transition shall exist between the ground and unground areas of welded joint.

5.1.12 Welding may not be performed when, in Company inspector’s judgement, the quality of the completed weld would be impaired by the prevailing weather conditions. These conditions include, but are not limited to, airborne moisture, blowing rains, or high winds. Detailed plans shall be established to provide the welder and weld area with protection during periods of inclement weather and/or excessive wind conditions.

5.2 Base Metal Preparation

Surfaces to be welded shall be visually examined and must be cleaned to bright metal for a distance of not less than 12.5mm from the edge of the weld grooves. All surface finish paints, including weldable primers, shall be removed from the weld groove when welding pre-painted materials. Welding through “weldable primer” is acceptable provided the weld procedure used is qualified using the specific thickness and type of primer and provided the contract documents allow the use of weldable primers.

5.3 Cutting and Edge Preparation

5.3.1 All sheared or gas cut edges shall be ground and visually examined for laminations, cracks, and other defects. Sharp edges shall be removed by grinding.

5.3.2 For fabricated beams, all web and flange plates shall be cut such that the principle rolling direction of the plate lies along the longitudinal axis of the finished plate girder.

5.3.3 Trimming tubular braces in-situ for closed root openings is not acceptable without specific approval by Company.

5.4 Tack Welds

All tack welds, originally performed to hold members in alignment and later incorporated into the completed weld, shall be made by approved welders using the qualified welding procedure for the root pass. These welds shall be subject to all applicable structural welding requirements in this specification. Tack welds shall have the same preheat requirements as the root pass of the appropriate structural welding procedure. Prior to continuation of welding, the “tack” weld shall be ground to a feather edge to permit acceptable weld metal tie-in.

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5.5 Correction of Unacceptable Fit-ups

5.5.1 Buttered layers on removed branch members shall be ground to the desired profile and shall be subject to 100% visual, magnetic particle examination and ultrasonic examination prior to refitting into the structure.

5.5.2 Correction of excessive root gaps by in-situ buttering is acceptable provided the gap is ≤ 6.4mm. A Company approved buttering procedure is required. For root gaps > 6.4mm, fit-up buttering proposals require specific Company approval. The maximum weld buttered deposit thickness shall be limited to 9.5mm unless approved otherwise by Company. Out-of position brace buttering shall require Company approval.

5.6 Welding Equipment

5.6.1 Condition of Equipment

Welding machines shall have adequate controls for making the current adjustments necessary for all welding requirements. Sufficient meters, portable or permanent shall be provided to calibrate machines and to regulate voltage and amperage as needed. All welding machines shall be calibrated prior to commencement of fabrication and calibration certificates shall be available for audits. Certification shall be valid for 6-month periods, or as per manufacturer’s recommendation.

5.6.2 Grounding of Equipment

Grounding of welding machines shall be in accordance with API RP 2A, with the following additional requirements:

Each welding machine shall be individually grounded to the platform or portion of the platform being welded to prevent underwater corrosion damage. If this is not possible, the welding machine should be insulated from the barge and an adequately sized cable shall be used to ground the structure to the welding machine. Ground clamp connection shall be steel. When working over water, no machine shall be grounded to floating equipment during welding on the structure.

• Earth cable shall at least be of equivalent capacity to the work cable.

• Ground clamps for tubulars shall be designed to prevent arcing.

5.7 Weld Identification and Marking

5.7.1 Prior to fabrication, the Contractor shall establish an identification system for qualified welders and welding operators and a comprehensive numbering system that provides unique identification of each weld and the welder(s) or welding operator(s) who performed the welding.

5.7.2 The numbering system shall be used for identification purposes at each weld, on all shop drawings, and for indexing all NDT inspection reports and repairs.

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The identification system shall be subject to review and approval by Company. During fabrication, the system shall be subject to audits.

5.7.3 Where the welders are being tested, they shall permanently mark with paint stick or low stress metal stamp each weld with his identifying mark.

5.8 Tubular Splices

5.8.1 Splices shall be full penetration single-vee or double-vee butt joints welded from both sides in accordance with the relevant welding procedure.

5.8.2 Butt welds in jacket legs, piles, and conductor pipes (made in the fabrication yard) shall be backgouged and welded from both sides. Welding back-up rings shall not be used for butt welded joints of structural tubular members. In joints where welding must be done from only one side, the members shall be carefully contour-bevelled and fitted to achieve complete weld penetration in accordance with the joint geometry and configuration set forth in Figure 5.3 and Table 5.5 of AWS D1.1.

5.9 Beam Splices

5.9.1 All splices shall be made with full penetration butt welds and shall be made to produce members whose straightness equals that of uncut member.

5.9.2 Web of all plate girders shall be full penetration welded to flanges of plate girders unless noted otherwise on the structural drawings.

5.9.3 Welded field splices should be arranged to minimise overhead welding.

5.9.4 Where strength welds are required by the drawings, or otherwise, to extend only partially around a member or plate joint, a 1/8 in. (3mm) fillet seal weld shall be deposited continuously throughout the remaining distance around the member or plate. Company places special emphasis on the complete seal welding of all intersections (where there is no strength welds) between steel members. Of special note are the beam-to-deck plate and beam-to-beam intersections on the superstructure.

5.10 Fillet and Seal Welds

5.10.1 All faying surfaces, including those between deck plate and its supporting structural members, shall be seal welded with a minimum of 1/8 in. (3mm) fillet seal weld in all areas where strength welds are not required.

5.10.2 Filled welds may be used only where shown on the design drawings.

5.10.3 Any surface inaccessible to coating but requiring coating shall be sealed by seal welds or by “boxing in” with steel plate. All “boxing in” designed by Contractor shall require prior approval from Company.

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5.11 Stiffeners and Padeyes

5.11.1 Stiffeners shall be full penetration welded to top and bottom flanges and fillet welded to webs unless otherwise noted on the Structural Drawings.

5.11.2 Stiffeners shall be accurately located and neatly fit between flanges of beams or girders when full surface contact is required. The ends of stiffeners shall be milled or smoothly ground to conform to the geometry of the member to which it is being attached or it shall be bevelled in such a manner as to assure 100 percent fusion in the root of the attachment weld, as dictated by the drawings.

5.12 Preheat and Interpass Temperatures

5.12.1 Welding preheat and interpass temperatures shall be as specified in the Contractor’s qualified welding procedure, but shall not be less than the value specified in Table 3.2 of AWS D1.1. The guidelines given in Annexure XI of AWS D1.1 shall be taken into account and adopted as appropriate. If any metal is damp or less than 10°C, minimums preheat of 38°C shall be required, regardless of thickness.

5.12.2 Preheat shall be performed by using oxy-fuel bulbous type torches, induction, or electric resistance heating. Cutting torches shall, under no circumstances, be used for preheat application. Temperature measurement shall be done using temperature-indicating crayons.

5.12.3 In all cases, regardless of thickness, interpass temperatures shall not exceed 250°C unless approved by Company.

5.13 Weld Profile

5.13.1 All T-K-Y welds in fatigue sensitive areas will be noted on the design drawings. The weld surface profile shall be prepared and tested in accordance with AWS D1.1, Paragraph C2.20.6.6.

5.14 Welding Repairs

5.14.1 The Contractor shall repair or replace all welds that do not meet the requirements of the appropriate Codes and Standards and this specification.

5.14.2 Repaired welds shall have 100% NDT after repair.

5.15 Arc Strikes

Arc strikes outside the weld groove area are not allowed. Arc strikes outside the weld groove area shall be removed by grinding followed by magnetic particle inspection. All indications of cracking shall be subject to grinding and re-inspection to insure complete removal.

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5.16 Weld Interruption

5.16.1 Weld metal deposition may be interrupted (i.e. stopped for a period greater than that necessary to de-slag, grind or change electrode/wire) only under one of the following conditions:

• For welds where electrical preheating is maintained, an indefinite interruption will be permitted subsequent to completion of the root and first fill.

• For welds where no preheating is required, or where preheating cannot be maintained, an indefinite interruption will be permitted when the throat thickness of the partially completed weld is at least 10mm. With the approval of Company, this restriction may be waived for assemblies where stresses can be shown to induce low ligament stresses. Before welding is recommenced, the weld involved shall be fully inspected by MPI. This MPI may be waived in the case of root passes where the welding procedure involves complete re-melting of the root pass by SAW or removal of the root pass by subsequent back gouging.

• When preheat is lost during fabrication and more than 10mm throat thickness of weld has been deposited, the joint should be lagged with insulation and allowed to cool slowly. Prior to re-application of preheat, the weld shall be inspected by MPI and, if found to be satisfactory, preheat can be re-applied and welding recommended.

• For welds with throat thickness less than 10mm or showing defects after MPI, the weld shall be completely removed, the preparation reinstated and re-welded.

5.17 Post Weld Heat Treatment (PWHT)

5.17.1 Postweld heat treatment (PWHT), is required only when specified by contract documents, identified on drawings, or required by welding procedure. PWHT when required, shall be in accordance with AWS D1.1 except as modified below:

a. When PWHT is required, the Contractor shall submit a PWHT procedure and obtain approval from Company prior to application of any PWHT. The maximum temperature for API 2Y, API 2W, or any quenched and tempered or thermo-mechanical control processed steel, shall not exceed 1100°F (593°C) or the tempering temperature, whichever is less.

b. Thermocouples shall be attached directly to the weldment (near the weld) to be PWHT and the full temperature cycle automatically recorded. The thermographs produced shall be included in the final documentation package.

c. All final visual inspection and NDE shall be completed or repeated after PWHT. Welding shall not be conducted on PWHT components without the approval by Company except for welds to connect items to the structure (i.e. stub to brace welds, core or barrel to leg welds, etc.). The

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PWHT of nodes, when required, shall be performed on the node as a complete component if practical.

5.18 Temporary Welds

5.18.1 Temporary welds (for temporary handling attachments, lugs, etc.) shall be minimised. Temporary welds or fabrication aids shall not be made in high-stress areas where tubular members intersect. Temporary welding shall be performed with the same care, materials, minimum preheat, procedures as for the permanent weld installations and by the qualified welder. These welds shall not be made within 100mm or 2 times the chord thickness of a tubular joint, whichever is greater.

5.18.2 Preheat for temporary welds shall be a minimum of 50°C higher than specified on the applicable welding procedure.

5.18.3 All fabrication aids shall be removed unless approved by Company. Removal shall be accomplished by cutting no closer than 5mm from the main member and the remainder ground flush. It is permissible to grind up to 1.6mm into the base metal surface to remove any undercut associated with the attachment weld. If Company observes damage to the primary structure as a result of flame cutting or gouging, the damage shall be rectified by grinding followed by repair welding. The cutting position shall then be changed to 8mm from the base metal surface.

5.18.4 All areas of primary structural members from which temporary attachments are completely removed shall be examined by magnetic particle. Gouges deeper than allowed by the material specification thickness tolerance shall be reported to Company/Contractor and repaired.

6.0 INSPECTION & TESTING

6.1 General

6.1.1 The Contractor shall inspect all work during fabrication. The mandatory inspections specified herein shall be made at the Contractor’s expense using his personnel, equipment, and facilities. Sufficient inspection shall be made by the Contractor to ensure that the materials, fabrication, and testing comply in all respects with the requirements of this specification. Company will conduct audits during fabrication.

6.1.2 The Contractor shall have and make readily available to involved personnel copies of the latest edition of the applicable specifications and codes at all fabrication sites.

6.1.3 The Contractor shall furnish, install, and maintain in a safe operating condition any scaffolding, ladders, walkways, and lighting necessary for safe inspection.

6.1.4 Welds shall not be coated before they have been inspected and accepted.

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6.1.5 Welds shall be non-destructively examined no sooner than 48 hours after welding.

6.1.6 If difficulty is experienced in evaluating defects revealed by radiography, ultrasonic testing shall be used to facilitate interpretation, or vice versa.

6.1.7 Inspection and non-destructively examined no sooner than 48 hours after welding.

6.1.8 The Company shall have the right to require inspection of any weld (not previously accepted) by either non-destructive or destructive methods to verify the structural integrity of any welded portion of the structure. This optional inspection can be for the purpose of routine quality control or to further investigate apparent defects detected visually. Defective welds found during a Company optional inspection shall be repaired and the cost of removal, repairs, and re-inspection shall be at the Contractor’s expense. Welds found to be satisfactory shall be repaired and the cost of removal and repairs be at the Company’s expense. Company shall not be held liable by the Contractor for loss of time during these tests.

6.1.9 Contractor will provide full facilities for ultrasonic and radiographic inspection of welds. Facilities shall include equipment for film development and full time services of personnel currently certified to Level II in accordance with ASNT TC-1A or with equivalent qualifications approved by the Company.

6.1.10 Prior to the inspection of the work, the Contractor shall clean the working area sufficiently to allow proper access to the work. The Contractor shall furnish, install, and maintain in a safe operating condition, the necessary scaffolding, ladders, walkways, lighting, etc., to allow for safe and thorough inspection.

6.1.11 Weld inspection will be in accordance with Appendices A and B and the following criteria.

6.1.12 Welding shall be visually inspected. Visual inspection shall be made during fit-up, while the operators are making the welds, and again after the work is completed. After the welding is completed and the welds thoroughly cleaned, the welds shall be inspected with magnifiers under strong, adequate light for surface cracking, porosity, entrapped slag, excessive roughness, unfilled craters, gas pockets, undercuts, overlaps, insufficient weld size, and excessive concavity or convexity.

6.1.13 The Contractor shall adequately clean all welds of slag, spatter, dirt, grease, oil, and loose scale to aid in the visual inspection of those welds. If ultrasonic testing is required, the welds shall be brush blasted. The surface condition for properly applied welds should be adequate for proper interpretation of test results; therefore, any additional preparation of surfaces necessary, prior to instituting specific non-destructive mediums, will be provided by the Contractor at his expense.

6.1.14 All welds vital to the strength and integrity of the structure are defined as “critical welds” and shall be subject to further examination by means other

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than visual. Welds designated as critical shall include but not necessarily be limited to:

…Splices in primary structural members.

…Joints in primary structure (tubular and otherwise).

…Welds on padeyes.

…All welds on crane pedestals.

6.1.15 Critical welds shall be radiographically inspected throughout their full length, where possible. Those critical welds that cannot be radiographically inspected shall be tested by ultrasonic methods.

6.1.16 Inspection records shall be submitted to the Company for review and as a final record of all welding performed on the project. The Company retains the final right to determine the acceptability of any weld. Interpretation of test results will be in accordance with the guidelines set forth in AWS D1.1 or API RP 2X as applicable.

6.1.17 The Company shall have the right to examine the work at any time.

6.1.18 It shall be clearly understood that weld acceptance shall not relieve the Contractor of the responsibility for satisfactory construction of all work in accordance with the contract requirements.

6.1.19 All welds will be visually inspected in accordance with section 6.9 of AWS D1.1. The standard of acceptability for visual inspection shall be as per Table 6.1 of AWS D1.1, as applicable. Weld areas containing defects exceeding these standards of acceptance for visual inspection, shall be repaired. Undercut shall be limited to a maximum of 0.01 in. (0.3mm).

6.1.20 The Company is vitally concerned with weld quality, geometry, fit-up, and size. Consequently, Company will impose the use of gauges and non-destructive test procedures when and where it is deemed necessary.

6.1.21 It shall not be construed as unreasonable for the Company to request proper repair of any defects in welds or materials that they consider to be detrimental to the strength and usefulness of the structure.

6.1.22 Repaired defects shall be inspected by the same criteria used for the original inspection.

6.1.23 The repair of all defects shall conform to the following requirements and conformance shall be subject to Company approval.

6.1.24 Laminations extending into the face or bevel of a pipe are considered injurious defects. Pipe containing such injurious defects shall be cut back until all laminations are removed.

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6.1.25 For all members other than API Specification 2H material, defects in the finished tube not deeper than five percent of the specified nominal wall thickness, and mechanical marks not deeper than five percent or 1/16 in. (1.6mm) whichever is less need not be removed. However, extent of defects must be determined. Shallow imperfections shall be ground to sound metal. The ground area shall be well joined and the thickness of the ground plates shall not be reduced more than seven percent of the nominal thickness, but in no case more than 1/8 in. (3mm). If the depth of the defect exceeds the above limits, but is not more than 20 percent of the nominal thickness, welding repairs may be performed with Company Representative’s approval, or the section rejected.

6.1.26 Repair of defects deeper than 20 percent of the nominal wall thickness, or repair of defects with length and/or width more than 20 percent of nominal diameter is not acceptable. For tubulars made from thermally treated plate, repair by welding shall be permitted only with the specific written Company approval.

6.1.27 Contractor shall be allowed only one opportunity to repair a defect. Recurrence of the defect shall be cause for rejection at the discretion of Company.

6.1.28 Notification

1. The Company shall be notified before repairs are made on defective material and welds. Repairs made without reasonable notice shall be subject to any form of testing (both destructive and non-destructive) to assure adequate repair and all removal, repair, and retesting deemed necessary by the Company shall be at the Contractor’s expense.

2. Welds that are subjected to magnetic particle testing (MT) and Liquid Penetrant testing (LT), shall be performed in accordance with Section 6.10 of AWS D1.1. Magnetic particle inspection shall be by the AC yoke method using a white background and black ink.

6.2 Qualification of NDT Procedures and Personnel

6.2.1 All inspectors shall be AWS QC1 certified (or acceptable equivalent) except specialty technicians (PT, MT, UT, and RT) who shall be qualified and certified according to the guidelines ASNT SNT-TC-1A or equivalent. Additionally, all specialty technicians may be required to demonstrate their capabilities with a practical site test for Company approval.

6.2.2 The required NDE methods and the minimum extent of inspection shall comply with API RP 2A Table 13.4.3 and the additional requirements in Appendix A & B of this specification.

6.2.3 The Contractor shall submit NDT procedures for Company approval prior to commencement of work.

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6.3 Radiographic Examination

6.3.1 Radiographic procedures and Standards shall be in accordance with Section 6, Part E of AWS D1.1. The standard of acceptability for welds shall be as per Section 6.12 of AWS D1.1. Radiographic examination shall be performed but not limited to the weld areas as follows:

1. The intersection of all tubular member girth and longitudinal seams.

2. Subsequent to trimming, the extreme ends of each longitudinal seam of fabricated tubulars to be employed as piling or for construction of jackets and other truss structures shall be examined by radiography. In addition, one radiographic film not less than 15” (380mm) in length shall be obtained for each ten feet of weld length or fraction thereof in each individual tubular length. Location of this spot exposure shall be at the discretion of the Company representative. When spot testing reveals indications of rejectable discontinuities that require repair, the extent of those discontinuities shall be explored. Two additional spots in the same segment of weld joint shall be taken at locations away from the original spot. The location of the additional spots shall be agreed upon between the Contractor and Company Representative.

3. When either of the two additional spots show defects that require repair, the entire segment of weld represented by the original spot shall be completely tested. If the weld involves more than one segment, two additional spots in each segment shall be tested at locations agreed upon by the Contractor and Company representative, subject to the foregoing interpretation.

4. All circumferential welds of piling and all tubulars for truss structure fabrication shall be 100% radiographically inspected. When the girth seam is intersected by a longitudinal seam of a fabricated tubular, the end inspection required above may be simultaneously performed during examination of the circumferential weld.

5. Any questionable weld defect.

6. One-hundred percent (100%) of all beam splices in skid beams, main truss beams, and other major beams.

7. Twenty percent (20%) of all full section splices in minor beams.

6.3.2 Weld areas containing defects exceeding the acceptance standards in AWS D1.1, Section 6.12, as revealed by radiographic testing, shall be repaired. If 20 percent or more the the radiographs of welds made by a given welder contain defects requiring repair, 100 percent radiographic inspection of that welder’s work will be required at the Contractor’s expense.

6.4 Ultrasonic Examination

6.4.1 The ultrasonic examination procedures shall be established by an ASNT Level III ultrasonic specialist. The procedure shall define equipment, techniques, and methods consistent with the design requirements. As a minimum the

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essential variables listed in API RP 2X shall be detailed in the written procedure and submitted for Company approval prior to use during trial and subsequent examination. Variations from the proven procedure shall be cause for re-qualification.

6.4.2 Ultrasonic examination of groove welds in structural shapes and plates shall comply with API RP 2X / AWS D1.1 Section 6, Part F. Acceptance criteria shall be per AWS D1.1 Section 6.13.

6.4.3 Ultrasonic examination of tubular structural welds shall comply with API RP 2X. T-, Y-, or K-connections shall comply with level “C” acceptance weld quality. Unless otherwise approved by Company representative, level “A” acceptance weld quality shall apply where UT is substituted for radiography.

6.4.4 Plate or pipe to be used as lifting aids, node cans in chord members, flanges or critical or girders requiring substantial stiffening, and all applications where the member is subject to substantial Z-direction loading shall be ultrasonically examined. Examination and reporting requirements of ASTM A578 shall apply.

6.4.5 The intersection location (footprint), including a six inch wide band shall be examined in accordance with ASTM A578 acceptance standard level II. Members with flaws that would interfere with weld inspection may be positioned so that acceptable material is located under all brace footprint areas. Weld repairs of members with unacceptable flaws may only be made with prior Company approval using a Company approved weld repair procedure.

6.4.6 Ultrasonic inspection of tubular joints shall be performed in accordance with API RP 2X, “Ultrasonic Examination of Offshore Structural Fabrication”. Level A rejection criteria shall be enforced.

Ultrasonic examination shall be performed but not limited to the weld areas as follows:

1. Regardless of previous plate examinations and prior to framing any member to another, such that loading is directed perpendicular to the surface of the mating member, the area of framing shall be examined for the presence of non-metallic inclusions accepted by prior examinations and/or laminations and tears resulting from forming operations.

2. The area of framing shall be inspected 100% by ultrasonic techniques along the plane of fusion and for a distance equal to twice the branch member thickness on either side of the plane of fusion. Freedom from all defects in the area is desirable and no single imperfection which cannot be contained within a one inch diameter circle shall be permitted in this area. To the maximum extent possible, all areas of imperfection shall be rotated to place all defects outside the areas to be welded.

3. All chord-to-web member connections in tubular trusses (jackets, bridges, etc.) shall be inspected 100% by ultrasonic techniques.

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4. Padeyes and temporary supports with full penetration joints shall be inspected 100% by ultrasonic techniques.

6.4.7 Ultrasonic inspection of joints in beams shall be performed in accordance with AWS D1.1, Section 6, Part F. The standard for acceptability shall be as per Section 6.13 of AWS D1.1.

6.4.8 Weld areas containing defects revealed by ultrasonic inspection, exceeding the acceptance standards in AWS D1.1, Section 6 or API RP 2X, as applicable, shall be repaired.

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Figure 1 – Vickers Hardness Test Locations

NOTES: 1. Test load should be 10 kg or less. 2. Specimen shall be polished well enough to clearly show the fusion line. 3. Indentations to be located as shown on the figures and as detailed below:

HAZ: Starting at 0.20 - 0.50 mm from the fusion line with three (3) indents at 0.50 - 0.75 mm intervals. Weld Metal: A minimum of three equally spaced indents for each hardness traverse.

4. Hardness traverse on fillet welds should be as detailed for T-connections above.

HAZ Base Metal

0.50 mm 0.75 mm

0.20 mm 0.50 mm

0.20 mm 0.50 mm

0.20 mm 0.50 mm

Weld Metal

10 mm typical

1.0 - 2.0 mm 1.0 - 2.0 mm

1.0 - 2.0 mm

1.0 - 2.0 mm

0.20 mm 0.50 mm

Fusion Line

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Figure 2 – Charpy Impact Test Locations For base material thicknesses less than 19mm (¾ in.) only root locations tests are required

LOCATION OF CHARPY TEST PIECES FOR ALL

DOUBLE SIDED GROVE WELDS

LOCATION OF CHARPY TEST PIECES FOR ALL 6GR GROVE WELDS

Heat Affected Zone: 2 mm from Fusion Line At Cap and Root

CL

CL

CL

CL

Fusion Line and Center of Weld At Cap and Root

LOCATION OF CHARPY TEST PIECES FOR ALL SINGLE SIDED GROVE

WELDS

1-3 mm

Fusion Line and Center of Weld At Cap and Root Heat Affected Zone: 2 mm from

Fusion Line At Cap and Root

CL

CL

2 mm

C L

CL

Heat Affected Zone: 2 mm from Fusion Line At Cap and Root

CL

CL

Fusion Line and Center of Weld At Cap and Root

2 mm

2 mm

2 mm

2 mm

1-3 mm

1-3 mm

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APPENDIX A

PROCEDURE, STANDARDS AND ACCEPTANCE CRITERIA FOR STRUCTURAL WELDING

Testing Procedure

Visual Inspection To comply with the Drawing and the requirement of Section 6.9 of AWS D1.1

Radiographic Test AWS D1.1 Section 6, Part E

Ultrasonic Test 1. Test method in accordance with ASTM E164

2. Procedure and standards in accordance with AWS D1.1, Section 6, Part F and API RP 2X

Magnetic Particle Test Test method in accordance with ASTM E709

Liquid Penetrant Test Test method in accordance with ASTM E165

Acceptance Criteria Testing

Non-Tubular Member Tubular Member

Visual Inspection AWS D1.1 Section 6.9 AWS D1.1 Section 6.9

Radiographic Test AWS D1.1 Section 6.12 AWS D1.1 Section 6.12

Ultrasonic Test AWS D1.1 Section 6.13 AWS D1.1 Section 6.13 and API RP 2X

Magnetic Particle Test AWS D1.1 Section 6.10 AWS D1.1 Section 6.10

Liquid Penetrant Test AWS D1.1 Section 6.10 AWS D1.1 Section 6.10

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APPENDIX B

PERCENTAGE OF WELDS FOR NON-DESTRUCTIVE TESTING FOR WELDING OF OFFSHORE STRUCTURES

RT = Radiographic Testing UT = Ultrasonic Testing MPI = Magnetic Particle Inspection or Liquid Penetrant Test at Company’s discretion VI = Visual Inspection

JACKETS

JACKET LEGS NDT % Length % Joint

• Circumferential Seam RT UT

100 100

100 100

• Heavy Wall Joint cans fabricated by Contractor: Longitudinal Seam

RT UT

12 90

100 100

• Heavy Wall Joint cans fabricated by others: Longitudinal Seam

UT

100

100

• Tubular cans fabricated by Contractor: Longitudinal Seam

RT UT

12

100

100 100

• Grouting and Flooding connections MPI 100 100

• Tubular Joints cans fabricated by others and conforming to API Spec 2B, per Mill Certificate: Longitudinal Seam

VI

100

100

• Grout packer wiper to leg UT 100 100

BRACES, MAIN PILES & CONDUCTOR PILES

• Circumferential Seam in Braces RT UT

100 100

100 100

• Pile to Add-on Circumferential Joints (welded offshore while Pile Driving)

UT 100 100

• Tubular Joints cans fabricated by Contractor: Longitudinal Seam

RT UT

12 100

100 100

• Tubular Joint cans fabricated by others and conforming to API Spec 2B, per Mill Certificate: Longitudinal Seam

VI

100

100

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NDT % Length % Joint

• Tubular TKY Joints in Main structure UT MPI

100 100

100 100

• Tubular TKY Joints in Conductor Framing, Caisson Framing

UT MPI

100 100

20 20

• Doubler Plate or Tubulars to Caissons or Anode MPI 100 10

• Doubler Plate to Leg or Brace MPI 100 100

PADEYE UT MPI

100 100

100 100

BOATLANDING

• Circumferential Seam RT 100 50

• Main Support TKY Joint UT MPI

100 100

100 100

• Other TKY Joint UT MPI

100 100

10 50

• Doubler Plate to Leg MPI 100 100

BARGE BUMPER


• Stab-in Points MPI 100 100

• Bumper to Doubler MPI 100 100


RISER PROTECTOR


• TKY Joint UT MPI

100 100

10 50


RISER CLAMPS

• Stand-off to Clamp Joints MPI 100 100

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PUMP CASING, PULL TUBE CAISSON

• Longitudinal Seam RT 12 100

• Circumferential Seam MPI 100 100

DECKS

DECK LEGS & COLUMNS

• Circumferential Seam RT UT

100 100

100 100

• Tubular Joint cans fabricated by Contractor: Longitudinal Seam

RT UT

12

100

100 100


VI

100

100

PLATE GIRDERS / FABRICATED BEAMS

• Butts & Splices (if cannot RT)

RT UT

100 100

100 100

• Web to Flange (Fillet) MPI 100 100

• Web to Flange (Full Pen) UT 100 100

TKY JOINTS

• Girder to Column UT MPI

100 100

100 100

• Brace to Column UT MPI

100 100

100 100

• Brace to Girder UT MPI

100 100

100 100

• Brace to Main Beam UT MPI

100 100

100 100

BRACES


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• Tubular Joint cans fabricated by Contractor: Longitudinal Seam

RT UT

20

100

100 100


VI

100

100

MAIN BEAMS, DECK BEAMS

• Splices (if cannot RT)

RT UT

100 100

100 100

PADEYES UT MPI

100 100

100 100

CRANE PEDESTAL


• Beams to Pedestal UT MPI

100 100

100 100

ANCILLARY SUPPORT FRAMING

• Crane Boom, Life Boat Support, etc MPI 100 100

• Machinery Support and all other beam connections

UT 100 10

BRIDGES AND FLARE BOOMS

• TKY Joints MPI 100 100

• Circumferential Seams RT 100 100

NOTES 1. All welds to be 100 percent Visual Inspected.

2. All full penetration welds to be 100 percent Ultrasonic Tested.

3. Where percentages indicated above are less than 100 percent,

a. Location to be chosen by Company Representative.

b. If defect discovered; equal, additional percentages will be tested until no defects are discovered. If a defect is discovered by UT or limited RT after the second test, full RT is required on that member.

4. On locations where Ultrasonic Testing or Magnetic Particle Inspection indicated above is not possible, Liquid Dye Penetrant inspection may be substituted with Company approval.

ags-10 rev1

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