Document no. 13/90242-5 - ETS-21 v. 3

Document title
Document no.
Target group
Materials and Fabrication of Steel for Topside and Sub-Structures.
13/90242-5
Fabrications Contractors and Designer for Offshore substations.
Revision
1
2
3
Document status
Approved
Approved
Approved
Writer Reviewer
Init Date Init
N/A 12.10.09 N/A xomo 22.11.2012 GKY, SVR
SBG, xomo
28.11.2014
POD, SBG,
XHFN, OLJ
Date Init
12.10.09 AGS
10.10.2012 POD
Approver
Date
12.10.09
03.12.2012
16.12.2014 OLJ 16.12.2014
Minor alterations, type errors, rephrases' etc. where the meaning of the text is left unchanged are not shown.
Document no.13/90242-5 ETS-21 v. 3

1.
Scope ............................................................................................... 1
2.
References ....................................................................................... 1
2.1
Codes and Standards ............................................................................ 1
2.2
Energinet.dk Technical Standards........................................................... 3
3.
Definitions and abbreviations .......................................................... 3
3.1
Definitions ........................................................................................... 3
3.2
Abbreviations ...................................................................................... 4
4.
General ............................................................................................ 5
4.1
Quality and HSE - Project Plans ............................................................. 5
4.2
Structural categories ............................................................................ 5
5.
Structural Materials ......................................................................... 5
5.1
General............................................................................................... 5
5.2
Steel Material ...................................................................................... 5
5.2.1
Chemical Properties ...................................................................... 6
5.2.2
Bolting Material ............................................................................ 6
5.2.3
Internal Soundness ....................................................................... 7
5.3
Structural Categories ............................................................................ 7
5.3.1
Material Certificates and Markings ................................................... 8
5.4
Fabrication of Welded Structural Members ............................................... 8
5.5
Standard Tubulars and Sections ............................................................. 8
5.6
Stairs, Handrails and Grating for Topside ................................................ 8
5.7
Stairs and grating materials for Sub-structure ......................................... 8
5.8
Platform Doors. ................................................................................... 9
6.
Structural steel dimensions ............................................................. 9
6.1
Tubular dimensions and tolerances ......................................................... 9
6.2
Sections - dimensions and tolerances ..................................................... 9
6.3
Steel plates ....................................................................................... 10
6.4
Rectangular/square hollow sections ...................................................... 10
7.
Structural fabrication ..................................................................... 10
7.1
Storage and handling of steel materials ................................................ 10
7.1.1
Identification system ................................................................... 10
7.1.2
Alignment .................................................................................. 11
7.2
Structural sections and plates .............................................................. 11
7.3
Scaffolding hooks ............................................................................... 11
7.4
Bolted connections ............................................................................. 11
7.4.1
Bolts in shear and tension connections .......................................... 12
7.4.2
Friction grip connections .............................................................. 12
7.5
Helidecks .......................................................................................... 12
7.6
Lifting fittings .................................................................................... 12
7.6.1
Definition ................................................................................... 12
7.6.2
Materials and Fabrication ............................................................. 13
7.6.3
Additional Requirements .............................................................. 13
7.7
Finishing of structural steel ................................................................. 14
7.8
Fabrication of non-structural steel and temporary attachments ................ 14
Document no. 13/90242-5 - ETS-21 v. 3

7.8.1
Temporary cut-outs .................................................................... 14
7.8.2
Rat holes (Weld access hole) ........................................................ 14
7.9
Fabrication dimension tolerances ......................................................... 14
7.9.1
Tolerances for linear dimensions ................................................... 15
7.9.2
Tolerances for angular dimensions ................................................ 15
7.9.3
Tolerances for straightness, flatness and parallelism ....................... 15
7.9.4
Section ends .............................................................................. 16
7.9.5
Location of seams ....................................................................... 16
7.9.6
High-low .................................................................................... 17
7.9.7
Plates and grating ....................................................................... 17
7.9.8
Landings and stairways ............................................................... 17
7.9.9
Interface tolerance ...................................................................... 17
7.9.10
Markings Sub-structure. .............................................................. 17
8.
Welding .......................................................................................... 17
8.1
Welding processes .............................................................................. 17
8.2
Qualifications of welders and welding operators ..................................... 18
8.2.1
Welding coordinator .................................................................... 18
8.2.2
Welders and operators................................................................. 18
8.2.3
Identification of welder or welding operator .................................... 18
8.2.4
Welder's or operator's record ....................................................... 18
8.2.5
Test for branch connections ......................................................... 19
8.3
Welding procedures ............................................................................ 19
8.3.1
General ..................................................................................... 19
8.3.2
Specific requirements .................................................................. 20
8.3.3
Test of the procedure welds ......................................................... 20
8.4
Production welding ............................................................................. 21
8.4.1
Welding sequences ..................................................................... 21
8.4.2
Weld preparation ........................................................................ 21
8.4.3
Weld execution ........................................................................... 21
8.4.4
Pre-heating ................................................................................ 22
8.4.5
Inter-pass temperature ............................................................... 23
8.4.6
Post weld heat treatment (PWHT) ................................................. 23
8.4.7
Weld repairs ............................................................................... 23
8.4.8
Production testing ....................................................................... 24
9.
Non-destructive examination ......................................................... 24
9.1
Extent of examinations ....................................................................... 24
9.2
NDE Qualifications .............................................................................. 25
9.2.1
Examination organisation ............................................................. 25
9.2.2
Examination personnel ................................................................ 25
9.2.3
Procedures ................................................................................. 25
9.3
Execution of NDE ............................................................................... 25
9.4
NDE procedure and acceptance criteria. ................................................ 25
9.4.1
Visual (VT) procedure and acceptance criteria ................................ 25
9.4.2
Magnetic particle (MT) procedure and acceptance criteria ................ 26
9.4.3
Radiographic testing (RT) procedure and acceptance criteria ............ 26
9.4.4
Ultrasonic testing (UT) acceptance criteria ..................................... 26
9.4.5
Liquid Penetrant testing (LP) acceptance criteria ............................. 26
9.5
Execution of NDE, structural fabrication ................................................ 26
9.5.1
General ..................................................................................... 26
9.5.2
Sequence of examination ............................................................. 27
9.5.3
Surface conditions ...................................................................... 27
9.5.4
Random examination................................................................... 27
Document no.13/90242-5 ETS-21 v. 3

10.
9.5.5
Extent of examination in case of unacceptable welds ....................... 27
Coating .......................................................................................... 28
11.
As-built documentation .................................................................. 28
11.1
Deliverables ...................................................................................... 29
12.
Appendix ........................................................................................ 30
Document no.13/90242-5 ETS-21 v. 3

This technical standard specifies the minimum requirements for the materials, fabrication, testing and inspection of offshore steel structures for topsides and substructures (Jackets) intended for high voltage offshore transformer platforms
(Substations).
This technical standard covers also the main supporting steel structure for helideck on topside. However, the lattice structure typically integrated under the helidecks may be preferred by Energinet.dk to be made of aluminium. For aluminium structures this standard refers to the DNV standard DNV-OS-E401.
This standard may only be departed from if the deviations are approved by
Energinet.dk and certifying agency or if specified on Energinet.dk approved design drawings.
The following codes, standards and statutory regulations shall be considered as part of this technical standard.
All regulations, codes and standards referred to in the present standard shall apply in the latest revision applicable at the beginning of the project unless noted otherwise.
API 2B
API 5L
ASME, Section V
Specification for fabricated structural steel pipe
Specification for line pipe
Article 7, Magnetic Particle Examination
ASME, Section V Article 9, Visual Examination
ASME, Section IX Qualification standard for welding and brazing procedures, welders, brazes and welding and brazing operators
AWS D1.1
BS 7448
Structural welding code - steel
Part 1, Specification for fracture mechanics toughness test
DNV-OS-C101
DNV-OS-C401
DNV-OS-E401
Design of offshore steel structures (LRFD method)
Fabrication and testing of offshore structures
Offshore standard, Helicopter Decks
Document no. 13/90242-5 - ETS-21 v. 3 1/35

DNV-OS-J201
EN 287-1
EN 473
EN 970
EN 1011
EN 1418
EN 10002-1
EN 10025
EN 10225+AC
EN 10045
EN 10163-1 to 3
EN 10164
EN 10204
EN 10210
EN 45004
EN ISO 5817
EN ISO 13920
EN ISO 17025
ISO 898
ISO 1459
ISO 1461
ISO 3690
Offshore Substations for Wind Farms
Approval Testing of Welders for Fusion Welding.
Qualification and certification of NDT personnel. General principles.
Welding – Visual Examination of Fusion Welded Joints.
Recommendations for Arc Welding of Ferritic steels.
Welding personnel – Approval testing of welding personnel for fully mechanized and automatic welding of metallic materials
Metallic Materials - Tensile Testing - Part 1. Method of Test.
Hot Rolled Products of Non-Alloy Structural Steels. Technical
Delivery Conditions.
Weld able structural steels for fixed offshore structures –
Technical delivery conditions
Metallic Materials - Charpy Impact Test.
Delivery Requirements for Surface Conditions of Hot Rolled
Steel Plates, Wide Flats and Section.
Steel Flat Products with Specified Through Thickness
Properties. Technical Conditions for Delivery.
Metallic Products - Types of Inspection Documents.
Hot Finished Structural Hollow Sections of Non-Alloy and Fine
Grain Structural Steels.
General Criteria for the Operation of Various Types of Bodies
Performing Inspection.
Welding-Fusion-welded joints in steel, nickel, titanium and their alloys
Welding – General tolerances for welded constructions – dimensions for lengths and angles – Shape and position
General Requirements for the Competence of Testing and
Calibration Laboratories
Part 1-6, Mechanical properties of fasteners made of carbon steel and alloy steel
Protection against corrosion by hot dip galvanizing
Hot dip galvanized coatings on fabricated iron and steel articles
– Specifications and test methods
Welding and allied processes. Determination of hydrogen content in ferritic arc weld metal
Document no. 13/90242-5 - ETS-21 v. 3 2/35

ISO 7090
ISO 8501
ISO 1106
ISO 2553
ISO 3452
ISO 9606-2
ISO 15614
BL 3-5
Plain washers, chamfered. Normal series. Project grade A
Part 1-2, Preparation of steel substrates before application of paints and related products. Visual assessment of surface cleanliness.
Recommended practice for radiographic Examination of Fusion
Welded Joints.
Welds - Symbolic Representation on Drawings.
NDT - penetrant inspection - general principles.
Qualification test of welders – Fusion welding of aluminium and its alloys
Specification and qualification of welding procedures for metallic materials
Statens Luftfartsvæsen, Bestemmelser om helikopterdæk på havanlæg
ETS-00
ETS-24
ETS-25
Guideline for Use of Energinet.dk Technical Standards
Weight Monitoring and Weighing
Protective Coating of Steel
EDS-50-01 Engineering Reports, Drawings and Lists
EDS-02 Requirements for “As-Built” Documentation for Offshore Substations
The following definitions are used in the present standard:
Employer:
Employer approval:
Energinet.dk
“Employer approval” or similar terms, requires approval in writing from Energinet.dk or his representative
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Within this specification the following abbreviations have been used. Abbreviations of standards and atomic elements are though not covered.
CE:
CTOD:
Dnom:
ET:
HV:
IQI:
+M:
MT:
+N :
NDE :
OD:
PT:
PWHT:
+Q:
RT: t:
UT:
VT:
WPQR:
WPS:
Carbon equivalent calculated according to EN 1011-2
Crack tip opening displacement
Nominal diameter
Eddy Current
Vickers hardness
Image quality indicator
Delivery condition : thermo mechanical rolling
Magnetic particle examination/testing
Delivery condition: normalizing rolling
Non destructive examination
Outer diameter
Liquid penetrant examination
Post weld heat treatment
Delivery condition: quenched and tempered
Radiographic examination/testing
Wall thickness
Ultrasonic examination
Visual examination/testing
Welding procedure qualification record
Welding procedure specification
Document no. 13/90242-5 - ETS-21 v. 3 4/35

All fabrication shall be carried out in accordance with agreed procedures and drawings and shall comply with applicable codes, standards and specifications as listed in this ETS.
Unless otherwise stated herein, the DNV standards DNV-OS-C401 “Fabrication and testing of offshore structures” and DNV-OS-C101 “Design of offshore steel structures
(LRFD method)” shall form basis for this standard.
Contractor shall submit a project specific quality plan to Energinet.dk for their review and approval. The document shall as minimum contain the following information:
 Detailed fabrication plan and schedule
 Organisation diagram
 Manpower plan
 Inspection and Test Plan.
 Dimension control procedure
 Welding preparation details and procedures
 NDE procedures
 Qualification of NDT operators
 Qualification of welders
 HSE manual
 List of major sub-contractors
Structural categories for selection of materials and determination of the extent of inspection shall be in accordance with the relevant section of DNV-OS-C101.
The steel type grades for topside structures shall comply with the requirements listed in appendix 1A.
The steel type grades for steel Sub-structures shall comply with the requirements listed in appendix 1B.
Steel type 2 can replace steel type 1 whereas steel type 4 can replace steel type 3.
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Steel types shall be applied in accordance with approved design drawings. The following table shows typical material selections.
Steel type Structural category
ST1
Special x
Primary x
Secondary
ST2
ST3
ST4
ST5 x x x x x x x
Table 5-1 – Material selection
Type 1-4 steel are used where charpy impact tests and CTOD testing is required.
Type 2 and 4 steel shall be used where loads in thickness direction occur for thickness of 25 mm and above.
5.2.1
Chemical Properties
Where galvanising has been required the content of Silicon (Si) in the steel shall be minimum 0.15% and maximum 0.40%. The desirable content of Silicon is between
0.15% and 0.25%. Steel type 3 and 4 shall not be galvanised.
5.2.2
Bolting Material
All bolts and nuts shall be delivered and marked according to ISO 898-1 class 8.8 and ISO898-2 class 8 respectively unless otherwise specified on design drawings. All bolts and nuts shall be hexagon type with ISO metric thread.
Bolts and nuts with diameter 10 mm or more shall be hot dip galvanised according to
ISO 1461 class E and ISO 1459.
Bolts with diameter less than 10 mm shall be made of stainless steel, ISO 3506 grade A4-70, unless otherwise specified on design drawings. Where used for assembling carbon steel, insulation washers to be used.
For bolting material used below LAT +4 m, a waxy rust proofing compound shall be applied. Bolts and nuts for sub-sea installation (below LAT - 2 m) shall be PTFE
(Teflon) coated.
Washers shall be according to ISO 7090 quality class HV 200. The diameter of washer holes to be 1 mm greater than bolt size for bolts up to 18 mm and 1.5 mm for larger bolts. Hardened washers must be used for friction grip bolts.
Bolt, nuts and washers shall be delivered with 2.2 certificates according to EN 10204.
For assembling stainless steel parts, only stainless steel bolts shall be used.
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Split pins materials shall be stainless steel, ISO 3506 grade A4-70.
5.2.3
Internal Soundness
For internal soundness, requirements stipulated in EN 10025-X option 6, 7 and 8 shall apply.
Table 5-2 Structural Classification – typical applications
Special
Structural category for Topside Structures
Primary Secondary
All Pad-eyes/lifting trunnion Supports for main cables
& Hang-off's
Main tubular columns
Crane pedestal
Deck beams in grid lines
Bracing members
Ladders
Handrails
Stairs
Sea-fastening Support structure for helideck
Support beams/structure for main transformer
Nodes in main tubular
Cones in main tubular
Deck plates
Secondary deck beams
Cable ladder supports
(minor cables)
Grating
Supports for minor equipment (e.g. antennas & satellite discs)
Pipe supports
Structural category for Sub-structures (Jacket)
Special
Pad-eyes/lifting trunnion
Primary
Mudmat
Secondary
Ladders
Jacket legs and braces
Piles and pile sleeves
Boat landing (integrated)
J-tubes
Caissons
Boat landing
Handrails
Stairs
Grating
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5.3.1
Material Certificates and Markings
Steel materials shall be delivered with inspection certificates according to EN 10204
Structural category: Material Certificate:
Special
Primary
Secondary
3.2
3.1
2.2
Table 5-3 Material certificates according to EN 10204
Where traceability is required all steel material shall be marked according to relevant standards listed in appendix 1.
If traceability of a material is not required the material shall as minimum be marked with material grade.
Material that cannot be identified as outlined above shall be rejected.
Welded tubulars shall be fabricated in accordance with API 2B. Mechanical tests for tubulars must be carried out in the finished configuration.
Welded profiles (sections) shall be in accordance with the requirements stipulated in appendix 1.
Seamless tubulars shall be manufactured in accordance with API 5L unless otherwise specified. Seamless tubulars shall be inspected in accordance with SR4.
Rolled profiles (Sections) shall be in accordance with the requirements stipulated in appendix 1.
See standard drawings ref. appendix 2, 3, 4 and 5.
Materials for grating and steps for stairs shall be GRP. Grating shall be as Moulded
Grating 50x50", with anti-slip surface.
Stair treads to be as Moulded Grating Steps of a recognized industrial standard, subject for Employer approval.
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Min 4 pcs fixations for the GRP grating is required per square meter and not less than 3 for each grating piece. The fasteners shall be of stainless steel AISI 316 quality.
Grating fasteners shall not be installed onto closed sections (e.g RHS e.t.c.), I.e. no penetration of closed sections allowed.
A door schedule shall be developed as part of the design and construction. It shall be continuously updated throughout the design and construction phase, until all required information is specified prior to procurement.
All external and internal doors shall be designed and fabricated in accordance with
NORSOK C-002 with respect to: Materials, fire rating and hardware.
All doors on the substation shall be of stainless steel AISI 316L with a suitable painted surface after supplier's recommendation.
Gutter shall be installed above all external doors - made of suitable angel bar, welded to wall plate. Slope 1:100 to both sides from middle of gutter.
Tubulars are to fulfil the following dimensional tolerances:
 OD < 406 mm
 OD  406 mm tolerances according to API 5L tolerances according to API 2B
As a supplementary requirement the minimum wall thickness must be as specified, i.e. no negative tolerance allowed.
All tubulars shall meet the straightness requirements for API-2B.
Out-of-roundness shall be limited to the lesser of:
 OD(max.) - OD(min.)  1% of D nom
 OD(max.) - OD(min.)  max{6 mm, (t mm)/10}
Additionally, the local out-of-roundness shall be measured using a 20  gauge. This shall not depart from the theoretical shape by more than 10% of wall thickness.
Mechanical tests for profiles must be carried out in the finished configuration.
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Profiles shall meet the dimensional tolerance requirements of applicable standard as per Appendix 1, except for length tolerance, which shall be in accordance with EN
ISO 13920. Maximum straightness deviation shall not exceed 1/1000 of the length and maximum 10 mm for lengths greater than 10 m.
Mechanical tests for steel plates must be carried out in the finished configuration.
Steel plates shall meet the dimensional tolerance requirements of EN 10225 and EN
10025.
Mechanical tests for rectangular/square hollow sections must be carried out in the finished configuration.
Rectangular/square hollow sections shall meet the dimensional tolerance requirements of EN 10225 and EN 10025.
For primary steel only seamless hollow sections are allowed.
All fabrication shall be carried out in accordance with agreed procedures, approved design drawings and shall comply with applicable codes and standards listed in said
ETS.
When materials are received contractor shall inspect them in order to ensure that: a) Marking of materials complies with the documentation b) Documentation complies with the latest revision of the relevant specification c) Materials are not damaged during transportation
The inspection shall be documented in a materials receiving inspection report
Storage of material or subassemblies shall be above ground level, ensuring that it is kept free of dirt, grease, paint and other alien materials. All materials and subassemblies shall be handled and stored in a way that will ensure that the material is not damaged.
All materials shall be traceable to the Energinet.dk contract in question.
7.1.1
Identification system
Before starting of fabrication contractor shall establish a numbering system to identify each weld and structural member in order to eliminate conflicting or duplicating of identification systems.
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For structures in the structural categories Special and Primary , the numbering system shall ensure traceability for all welds and materials during all stages of fabrication and in the as-built documentation.
For structures in the structural category Secondary , the numbering system shall ensure traceability during all stages of fabrication.
7.1.2
Alignment
Wherever practical, clamps, magnets holding devices or other setting-up fixtures shall be used in assembling parts of the structures in order to minimise tack welding in the weld groove.
If fit-up clamps cannot be used spacer strips shall be used in order to ensure the specified root gap prior to tack welding.
All welds shall be continuous (closed welds). A minimum of 4 mm throat thickness seal weld shall be applied where structural welds are not required.
Beam sections with identical cross sections may be spliced. Minimum distance between 2 splices shall be 1200 mm.
The splices cannot be located within the first 1/8 or the middle 1/4 of a section
Unless otherwise noted on design drawings, scaffolding hooks are to be installed below all decks in a 2m x 2m grid.
Procedures for the bolt tightening shall be prepared prior to the work and records of the tensioning shall be maintained during the work.
If bolt pre-stressing is required according to the design drawings hydraulic pulling pre-stress tool shall be used unless otherwise agreed with Energinet.dk. Calibration of pre-stressing tools shall be documented.
Bolt heads and nuts shall rest squarely within 3  against the base material, and bolts shall be of lengths that will extent entirely through and up to a maximum of 6 mm beyond the nuts.
No welding is allowed on bolt items.
Counter nuts shall secure all nuts unless otherwise noted.
Washers shall be used at both bolt head and nut except when tensioning equipment is used. Spring washers are not allowed in structural members.
The galvanized surface for the fasteners must remain intact after tensioning.
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All holes shall be drilled and reamed as necessary prior to application of protective coating. Outside burrs resulting from drilling or reaming operations shall be removed with a tool making a 2 mm bevel.
Grease shall always be applied when using torque-tensioning technique. The grease shall be of the non-corrosive type and must not contain Sulphur (e.g. MoS
2
).
7.4.1
Bolts in shear and tension connections
Bolts in structural members from M12 mm and up shall be pre-stressed to 50% of yield strength unless otherwise specified.
7.4.2
Friction grip connections
Bolts shall be pre-stressed and documented as specified on drawings.
Enlarging of holes for high stress bolts shall be carried out by reaming only. Holes shall be clean-cut without torn or ragged edges. Outside burrs resulting from drilling or reaming operations shall be removed with a tool making a 2 mm bevel.
The main supporting steel structure for a helideck on the topside structure is covered by this standard.
The lattice structure typically integrated under the helidecks shall be made of seawater resistant aluminium unless otherwise stated. For classification, reference is made to ‘Offshore Standard, Helicopter Decks DNV-OS-E401.
The helidecks shall be designed and marked to comply with ‘Statens Luftfartsvæsen’ regulation BL 3-5.
Walkways, railings and stairs from the decks to the topside shall be included and are also to be designed in seawater-resistant aluminium, if assembled with aluminium helideck.
Lifting fittings are defined as lifting lugs, lifting trunnion and pad eyes.
For lifting fittings, the additional requirements presented in this section must be fulfilled.
7.6.1
Definition
Lifting fitting loads are defined as follows:
Low load: Max 10 tonnes unit load
Normal load: Max 50 tonnes unit load
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High load: Above 50 tonnes unit load
Unit load is the total current weight of the structure to be lifted.
7.6.2
Materials and Fabrication
All materials for lifting fittings shall be of steel type 3 special steel.
Welding of lifting fittings shall be of full penetration type welds unless noted otherwise on the design drawings.
All plates for lifting fittings shall be examined 100% according to EN 10160 Class S1
Pinholes in pad eyes shall be machined. If cheek plates are fitted the machining of the hole shall be carried out after welding of the cheek plates.
Full dimensional and orientation checks of all lifting fittings shall be made upon completion. Complete non-destructive re-testing by means of MT and UT shall be carried out on all lifting fittings after each lift or when load has been applied.
The lifting fittings shall be completed with a topcoat RAL 1004 (yellow) and marked with SWL in black letters.
7.6.3
Additional Requirements
The following additional requirements apply for “high load” and “normal load” lifting fittings:
 In pad eye plates, the final rolling direction shall be indicated by hard stamping
 Lifting direction shall be in the final rolling direction
For “high load” the following further requirements apply:
 Full mechanical and chemical re-test shall be performed
 Charpy impact testing shall be performed transverse to the final rolling direction
 Tensile test pieces shall be tested transverse to the final rolling direction
 Where “high load” lifting fittings are welded directly onto a structure, the structural members shall have documented through thickness properties (i.e. type 2 or 4 steel). Otherwise, the pad eye shall be sliced into the structure
For “normal load” and “low load” the following additional requirements apply:
 A chemical re-test shall be performed to document the traceability between the material and the original certificate.
 For lifting fittings in “low load” , the chemical re-test may be avoided if an additional material factor of 1.5 is used in the design.
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All temporary attachments for scaffolding, temporary bracing etc. shall be removed by cutting not closer than 3 mm to the structure and then ground flushed with the surface. Subsequently, 100% MT shall be performed. Minor surface defects on primary steel shall be ground to sound metal, 100% magnetic particle inspected, weld repaired, if necessary, and magnetic particle re-inspected.
When welding non-structural and temporary attachments to primary structural components a minimum clearance of 200 mm between any attachments weld toe and any structural component weld toe shall be kept.
All temporary welds shall require a minimum of two weld passes. The last pass (es) shall be deposited against the temporary part.
7.8.1
Temporary cut-outs
When temporary cut-outs are necessary they shall be prepared with the same care as for permanent cut-outs including carefully rounded corners.
7.8.2
Rat holes (Weld access hole)
Rat holes shall only be used where absolutely required and they shall then have a radius of 30 mm. The welds shall be continued through the rat hole.
Rat holes shall be sealed with closure plates fillet welded to the structure after completion of NDE on the main steel.
The fabrication dimensional tolerances for erection of constructions shall be in accordance with DNV-OS-C401.
In addition to the requirements in DNV-OS-C401, the tolerances for linear and angular dimensions and straightness shall be as stated in the following tables.
The fabrication tolerances for design dimensions for sections at interface points I.e. stabbing guides, top of jacket e.c.t shall be within table 7-1, but never exceed 10mm regardless of the design dimension.
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7.9.1
Tolerances for linear dimensions
Tolerances for linear dimensions shall be in accordance with EN ISO 13920, Class B and C.
Range of nominal length in mm
Tolerance Class
(Structural
Category)
Tolerances in mm
B
(Special)
B
(Primary)
±1 ±2 ±2 ±3 ±4
±1 ±2 ±2 ±3 ±4
±6
±6
±8
±8
±10
±10
±12
±12
±14
±14
±16
±16
C
(Secondary)
±1 ±3 ±4 ±6 ±8 ±11 ±14 ±18 ±21 ±24 ±27
Table 7-1 – Tolerances for linear dimensions
7.9.2
Tolerances for angular dimensions
Tolerances for angular dimensions shall be in accordance with EN ISO 13920, Class B and C. The length of the shorter angle leg as specified in the following table shall be used to determine which tolerances are to apply.
Range of nominal sizes l in mm (l=length of shorter leg)
Tolerance Class
(Structural
Category)
B
(Special)
<400 <1000 >1000
Angular tolerances in degrees
±0.8 ±0.5 ±0.3
B
(Primary)
C
(Secondary)
±0.8
±1.0
±0.5
±0.8
±0.3
±0.5
Table 7-2 – Tolerances for angular dimensions
7.9.3
Tolerances for straightness, flatness and parallelism
Tolerances for straightness, flatness and parallelism shall be in accordance with EN
ISO 13920, Class E. The tolerances as specified in the following table apply for both the overall dimensions of a weldment, a welding assembly or a welded structure.
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Range of nominal length in mm
Tolerance Class
(Structural
Category)
E
(Special)
E
(Primary)
F
(Secondary)
Tolerances in mm
±0,5
±0,5
±1
±1
±1
±1,5
±1,5
±2
±2
±3 ±4
±3 ±4
±5
±5
±6
±6
±7
±7
±8
±8
±1,5 ±3 ±4,5 ±6 ±8 ±10 ±12 ±14 ±16
Table 7-3 – Tolerances for straightness, flatness and parallelism
The dimensions given in the drawings are applicable at a temperature of +10  C.
Corrections must be performed if the manufacturing temperature differs from this, by more than 10  C.
Contractor shall submit construction drawings marked up to as-built status and indicate as-built interface dimensions, which could affect offshore operations
.
7.9.4
Section ends
The ends of sections cut perpendicular to the longitudinal axis shall be perpendicular to the axis with a maximum deviation of 3 mm, unless otherwise indicated on the drawings
.
7.9.5
Location of seams
Minimum distance between circumferential seams in tubular shall be 1200 mm unless shown otherwise on the drawings. Length of node stubs shall not be less than the outside diameter or 610 mm whichever is the strictest.
Circumferential seams shall be avoided within node stubs.
Longitudinal seams shall preferably be 180 degrees offset wherever practical and shall not be less than 15 degrees offset.
The longitudinal seams on node chord cans shall be located at a minimum radial distance of 75 mm from the edge of any brace to chord welds.
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7.9.6
High-low
High-low, defined as a condition where tubular surfaces are misaligned, can be accepted provided the misalignment does not exceed 3 mm for single sided welding and 6 mm for double sided welding. The root of adjacent tubular joints shall be completely tied-in (bonded) by weld metal and smooth transition shall be assured.
The maximum acceptable misalignment as specified in EN ISO 5817.
7.9.7
Plates and grating
Grating shall be flat and without visible warping. Maximum allowable warping is 2 mm. Slope of plates and grating shall be maximum ±6 mm/3 m.
7.9.8
Landings and stairways
Horizontal and vertical location of landings and stairways shall not deviate from theoretical measures on design drawings with more than 10 mm.
7.9.9
Interface tolerance
Interface checks between Topside and Sub-structure shall be subject for detailed review and scrutiny by the Contractor.
The result of said review shall be subject for approval by Energinet.dk.
7.9.10
Markings Sub-structure.
Water level figures shall be painted on the jacket legs, oriented 45 0 with respect to the gridlines.
The water level marking shall consist of a circumferential marking line at every meter, start and end elevation to be agreed. The lines shall be black on yellow background. Line width shall be 100 mm for El (+) 0.000, and 50 mm for all other elevations.
The figures shall be min 500 mm high, painted black on yellow background.
The jacket leg id number shall be painted on 3 locations around the circumference with 400 mm high identification letters at agreed elevation. The id's letter/figures shall be black on rectangular white background.
The welding workshop shall have a quality management system in accordance with
ISO 9001, ISO 3834 series or equivalent standard.
An organisation chart, which as a minimum shall include the names of the responsible manager, quality responsible, welding and NDE coordinator, and NDE level III, shall be available.
Welding may be performed with the following processes unless otherwise specified:
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 Metal-arc welding with covered electrode
 Self-shielded tubular-cored arc welding
 Submerged arc welding
 Metal inert gas welding (MIG)
 Metal active gas welding (MAG)
 Tubular-cored Metal arc welding
 Tungsten inert gas arc welding (TIG)
 Plasma arc welding
Other welding processes shall be agreed with Energinet.dk prior to fabrication.
8.2.1
Welding coordinator
The workshop shall have one welding coordinator whereby welding personnel can be supplied with the necessary procedure specifications and work instructions to ensure that the work is correctly executed and managed.
The welding coordinator shall be certified European Welding Engineer (EWE) or similar.
8.2.2
Welders and operators
All welders and operators shall be experienced and qualified in the workshop in accordance with the requirements of EN 287 series, ISO 9606, ASME IX or
ANSI/AWS D1.1 for welders and EN 1418 for operators or equivalent standards approved by Energinet.dk.
The welder performance qualification test shall be carried out in accordance with a qualified welding procedure specification (WPS).
8.2.3
Identification of welder or welding operator
Welder Performance Qualification (WPQ) sheets with photograph shall be used for documentation purpose.
Each qualified welder or welding operator shall be assigned a symbol, which always shall be visible during welding. The welder or welding operator shall mark his welds with his symbol. Welder's symbol shall be stated in NDE-reports and as-built documentation for high and normal safety class structure.
8.2.4
Welder's or operator's record
A record shall be kept of the welder’s or welding operator’s symbols and be available at all times.
A record of the welders or welding operators work performed during the last 12 months shall be available to Energinet.dk at all times.
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8.2.5
Test for branch connections
Tests of welders for branch connections (Y-joints) are given below for the structural categories Special and Primary .
‘Y’ joint welder's qualification shall be required for branch connections (Y and K connections between tubulars or tubulars welded to plates, branch outside diameter above 150 mm) in addition to the welding test piece positions either PC and PF or to
H-L045/G6 qualification.
The test weld is a Y-joint between a vertical plate and a tube (branch) with a min. diameter of 200 mm and with an inclination of 35  . Groove geometry shall be as specified in the relevant welding procedure qualification record. The plate thickness shall be at least 15 mm and shall have a minimum length and width equal to two times branch outside diameter. The thickness of the branch shall be at least 15 mm.
Free end of the branch shall be oriented downwards in relation to vertical and be covered by a temporary plate during welding.
The welding parameters shall be in accordance with a qualified welding procedure.
No back welding is permitted.
All test welds shall be 100% ultrasonic tested in accordance with section 8.0
From the test weld three macro sections taken from 6 o’clock, 9 o’clock and 12 o’clock shall be made.
Each macro section shall be examined and found to be acceptable to ASME code section VIII.
8.3.1
General
Welding Procedure Qualification Records (WPQR's) shall reflect the production and shall be performed in accordance with EN ISO 15614-1 or ASME IX, unless otherwise stated in this section.
WPS (Welding Procedure Specification) shall be prepared in accordance with EN-288-
1, AWS D1.1 or an equivalent standard approved by Energinet.dk
WPS's inclusive copy of reference WPQR shall be issued to Energinet.dk for approval prior to commencement of welding.
The material used in the WPQR shall be made on project materials only.
Already established, sufficiently tested and documented procedures may however, be acceptable, if approved by Energinet.dk prior commencement of production.
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Test body shall be acceptable to Energinet.dk. Test bodies will be approved if accredited by national authorities according to EN 45004 for certification of welding procedures according to EN ISO 15614-1 series or ASME IX.
The validity of a qualified welding procedure is restricted to the workshop specifying the procedure and performing the procedure welding. Workshops or workshop branches under the same technical management and working in accordance with the same QA-programme and procedures are considered as one workshop.
For welding of structural category Secondary only approved WPS’ are required.
8.3.2
Specific requirements
The degree of cold deformation of special and primary structural elements shall be less than 5%. If the deformation exceeds 5%, either heat treatment or strain ageing tests shall be carried out according to agreed procedure.
The carbon equivalent (CE) of the production material shall not exceed that of the steel used for the WPQR by more than 0.03%.
Deviations from the specific requirements shall require a new welding procedure test.
8.3.3
Test of the procedure welds
Examinations shall be performed not earlier than 48 hours after completion of the weld.
CTOD testing (Fracture mechanics testing) shall be performed in accordance with the requirements stipulated in DNV-OS-C101.
CTOD test shall be carried out according to BS 7448 Part 2 (with detailed requirements as given in DNV-OS-C401).
Hydrogen removal treatment is not allowed without prior approval from
Energinet.dk.
CTOD results shall be calculated using appropriate values of yield stresses.
Charpy-V Impact test:
The following minimum values shall apply:
Steel type
Charpy-V impact values (J)
Temperature ( o C)
Steel type 1 - 4
50
Steel type 5
27
-40 -20
Table 8-1 Minimum average Charpy-V notch impact test value
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8.4.1
Welding sequences
Contractor shall develop erection sequences, which shall include welding sequences to control fabrication tolerances within the specified limits and prevent the build-up of excessive internal stresses in the structure.
8.4.2
Weld preparation
Contractor shall establish shielding to protect each welding site from rain, snow and wind. No welding shall be carried out when the surface is damp, wet or icy'.
Preparation and welding of materials shall be in accordance with the qualified welding procedures.
Welds shall be made from both sides whenever possible. Single sided butt welds shown on the design drawings may be executed from the other side to suit fabrication.
8.4.3
Weld execution
Workmanship
Clean, sound metal shall be provided as a base for weld metal deposition; this may necessitate grinding or gouging followed by grinding at a depth of min. 2 mm.
Double-sided welds shall be back-gouged and ground or ground to sound metal before the second side is welded. The resulting excavation shall have a profile suitable for welding.
Each run of weld metal shall be thoroughly cleaned of flux, spatter and slag before depositing the next weld run. If necessary, crater cracks shall be removed prior to deposition the next weld run.
Arc strikes
Arc strikes outside the welding groove are not permitted. Repair will be grinding in
accordance with section 7.7. Suitable NDE methods shall be used to search for
cracks.
Tack welds
Tack welds shall be of a minimum length of four times the base metal thickness or
100 mm, which is lesser, and carried out according to a qualified welding procedure.
Tack welds shall have adequate cross section to prevent cracking.
Tack welds that form part of the completed weld shall be cleansed, crack detected and completely fused with the root run.
Cracked tack welds shall be completely removed by grinding and shall not be incorporated into the finished weld. After removal, the parent material shall be
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magnetic particle or liquid penetrant examined to ensure that crack propagation from the tack weld into the parent material has not occurred.
Arc/air gouging
All arc/air-gouged surfaces shall be dressed to bright clean metal by grinding at an additional depth of min. 2 mm. The gouged/grounded profile shall be suitable for welding with the applicable process.
Specific care shall be taken that the arc is not struck before full airflow is established.
Energinet.dk shall approve the procedure prior to gouging.
Weld interruption
Welding shall not be discontinued before 25% or 3 passes of the weld thickness is complete, whichever is more stringent. At this stage the weld profile should be concave particularly at the weld material/parent plate interface.
Branch connections
Qualified T-joint welders shall be used for the first 25% or 3 passes of the weld, whichever is more stringent. For the other passes welders qualified in the H-L045 position may by used.
Joint preparation and cleaning
Wire brushing and grinding of materials shall be performed using silicon carbide grinding wheels and steel wire brushes, which have not been used previously on another type of material.
Backing
Permanent backing is not permitted unless accepted by Energinet.dk prior to fabrication.
8.4.4
Pre-heating
Pre-heating shall be carried out by electrical resistance, induction equipment or by use of gas burners specifically made and shaped for this type of operation. Cutting torches are not allowed for pre-heating.
The minimum pre-heat temperature shall be the higher of the following: a) The temperature specified in the relevant approved welding procedure. b) Work pieces shall be heated to ensure a minimum temperature of 25  C and dryness. c) The minimum temperature shall be calculated according to EN 1011
The pre-heat temperature shall be established for a distance of at least 75 mm on either side of the weld and through the wall thickness prior to welding. Pre-heating
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shall be maintained over the full length of the joint or min. 1 m ahead of the arc and throughout the whole welding operation.
The temperature measurement for pre-heating shall be thermocouples or temperature-indicating crayons.
8.4.5
Inter-pass temperature
The minimum inter-pass temperature shall be at least equal to the pre-heat temperature and shall not exceed 250  C.
8.4.6
Post weld heat treatment (PWHT)
Post weld heat treatment (PWHT) shall always be performed according to the same approved WPQR as the welding has been based on.
Due to requirements from the design code PWHT shall be performed with electric resistance, induction equipment or in a fixed furnace, when applicable. The temperature shall be monitored by means of thermocouples. Sufficient amount of thermocouples shall be used to cover the area being PWHT adequately.
PWHT shall be determined in accordance with DNV-OS-C401.
The weld shall be PWHT and the surrounding area shall be covered with insulation material covering minimum 500 mm on each side of the weld. The insulation material shall not be removed before the temperature is below 250  C. For tubular the open ends shall be covered to avoid draught inside the tubular during the heat treatment.
PWHT temperature/time charts shall be clearly identified and retained. The information shall be accurately transferred from the charts to thermal history graphs.
8.4.7
Weld repairs
All corrective work consisting of removal of defects and deposition of repair welds shall be in accordance with the qualified repair welding procedure. Alternatively, the deposition of repair weld shall be in accordance with a welding procedure qualified for the original weld.
Removal of defective areas shall be by machining, grinding, chipping or arc/air gouging followed by grinding. The resulting excavation shall be clean, free from scale and have a contour to permit ease in repair welding. MT or PT shall assure defect removal.
The mechanical properties of repair weld shall satisfy the minimum specified properties of the steel in question.
Repairs and modifications shall be identified and documented.
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Second weld repair requires Energinet.dk approval.
Frequent repairs shall result in increased NDE according to DNV-OS-C401, Section 3
– B400.
8.4.8
Production testing
Energinet.dk reserves the right to select test welds for production tests directly from the production welds.
The testing shall be performed to the requirements of this ETS, however; CTOD testing is not required. If a full test procedure cannot be performed because of lack of material (e.g. small diameter pipes, etc.), only the hardness tests and the technically possible amount of Charpy tests shall be performed with the below priority:
1) The notch crossing the fusion line symmetrically
2) 1) + 2 mm
3) 1) + 5 mm
4) The notch on the weld centre line
If the production test is not fulfilling the requirements the cause of failing shall be established immediately and brought to the attention of Energinet.dk
This section specifies the requirements to NDE for the structural welds performed on the fabrication site.
Inspection categories are in accordance with the requirements stipulated in DNV-OS-
C101.
Non-destructive examination shall be carried out according to DNV-OS-C401,
Following methods are applicable:
 Visual examination (VT)
 Magnetic particle examination (MT)
 Liquid penetrant examination (PT)
 Ultrasonic examination (UT)
 Radiographic examination (RT)
 Eddy current (ET)
The extent of NDE shall be based on type and level of design stresses and on the importance of the connection in question.
The welds shall be assigned inspection categories equal to the highest structural category of the two components.
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NDE shall be carried out to an extent not less than required in DNV-OS-C401.
9.2.1
Examination organisation
The organisation performing NDE shall be an independent inspection unit accredited according to EN ISO 17025 or equivalent.
9.2.2
Examination personnel
All personnel shall be certified in accordance with EN 473 or equivalent and the unit shall as a minimum include one certified level III inspector, who shall have the overall technical responsibility for the NDE activities, i.e. approval of procedures, equipment, technique etc.
The personnel performing NDE shall, as a minimum be certified as level II, or work under direct supervision of a certified level II person.
9.2.3
Procedures
All NDE shall be performed in accordance with agreed written procedures, which have been approved by the responsible level 3 inspector and in accordance with the requirements of DNV-OS-C401 standard.
All plates, tubulars and profiles in the structural categories Special and Primary shall be checked by NDE according to one or more of the methods specified in DNV-OS-
C401.
Radiographic examination may be replaced by ultrasonic examination and vice versa, when methodologically justifiable and in agreement with the Energinet.dk.
The acceptance criteria level shall, for special structures comply with ISO 5817 level
B. Welds of category primary/secondary shall comply with ISO 5817 level C.
9.4.1
Visual (VT) procedure and acceptance criteria
100% VT shall be performed on all welds.
EN 970 or AWS D1.1 shall be used as examination technique for visually examination of weld preparation and finished welds.
Acceptance criteria for visual and magnetic testing shall be according to ISO 5817 quality level B or C with the additional requirement that pinholes, slag stripes, pores etc. shall not be accepted for welds, which shall be coated.
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9.4.2
Magnetic particle (MT) procedure and acceptance criteria
Examination technique shall be in accordance with EN 1290 or ASTM E 709.
Examination shall be performed for indications in any directions. AC electromagnetic yoke shall be used.
Detection media shall be of liquid type, fluorescent or black. If black suspended power is used, the examination surface shall be covered by a thin layer of contrast paint.
Acceptance level shall be as per EN ISO 23278 2x or ISO 5817 level B or C
9.4.3
Radiographic testing (RT) procedure and acceptance criteria
Examination technique shall be in accordance with EN 1435 class B.
Acceptance level: EN 12517 level 1.
9.4.4
Ultrasonic testing (UT) acceptance criteria
The examination shall be performed and evaluated as follows:
Examination level: EN 1714 level B, annex A.
Acceptance level: EN 1712 level 2.
9.4.5
Liquid Penetrant testing (LP) acceptance criteria
Examination technique shall be in accordance with EN 571-1.
Acceptance level: EN 1291 2X.
9.5.1
General
All NDE shall be performed after final post weld heat treatment, if applicable.
NDE examination shall, at the earliest, be commenced 48 hours after welding completion. Alternatively, the welding can be heated to 200 °C and held at that temperature for two (2) hours. NDE can then be executed after cooling to the temperature required for performance of the examination.
This procedure is subject to Energinet.dk approval.
For welds in secondary structure (handrails, kick plates ladders e.t.c) not welded to special or primary structures, NDE can be performed after cooling to the temperature required for performance of the examination required.
All Plates which are subjected to tensile stresses in the thickness direction in way of cross joints, etc. shall be ultrasonically tested after welding into the structure, to make sure that lamellar tearing has not taken place. If steel with improved through
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thickness properties (steel type 2 and 4) has been adopted, this test may be reduced to spot-check only.
Welds in hollow sections shall be 100% leak tested or 100% MPI tested.
9.5.2
Sequence of examination
Visual examination shall always be performed prior to other examinations. When examinations for detection of internal as well as external defects are required for the same weld the examination for external defects shall be performed prior to the examination for internal defects.
9.5.3
Surface conditions
The surface and the adjacent area to be examined shall be clean and free of all dirt, grease, paint, spatter, heavy oxidation etc. that may interfere with the examination.
To assure the examination and interpretation of results the weld surface shall be prepared by grinding, if necessary.
NDE shall be performed prior to application of linings and coatings
.
9.5.4
Random examination
Where random examination (spot check) is required a complete examination of the specified percentage of the welds in the lot shall take place.
The selection of welds to be examined may be at the discretion of the inspector from
Energinet.dk. Where practical, the selection shall ensure that the work product of each welder or welding operator performing the welding is included
.
9.5.5
Extent of examination in case of unacceptable welds
All unacceptable indications shall be removed. Where weld repair is required, the repair area shall be re-examined for external defects prior to welding including 100 mm on either side. Weld repairs (or replaced welds) shall be examined with the same method as the original weld.
Where random examination reveals unacceptable indications the following actions shall be taken: a) Two additional welds by the same welder or welding operator shall be examined with the same examination method. b) If the results of the examination according to a) are acceptable the defective weld shall be repaired and re-examined and all welds in the lot are considered acceptable. c) If the results of the examination according to a) are unacceptable two further welds by the same welder or welding operator shall be examined for each defective weld.
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d) If the results of the examination according to c) are acceptable, the defective welds shall be repaired and re-examined, and all welds in the lot are considered acceptable. e) If the results of the examination according to c) are unacceptable, all welds welded by the same welder or welding operator shall be either:
- Examined 100%. Repaired and re-examined as applicable.
The minimum requirements are given in Energinet.dk technical standard “Protective
Coating of Steel – ETS-25”
As-built documentation shall be compiled and submitted by the contractor to
Energinet.dk after execution of the work. The as-built documentation shall include, but not be limited to the following:
 Documentation index
 Third part inspection release note (If applicable)
 Manufactures declaration of conformity (certificate of conformity)
 List of as-built drawings
 As-built traceability drawings. The traceability shall cover all welding, materials and NDE of the structure
 Dimension reports, when applicable
 NDE reports
 NDE personnel certificates
 List of approved WPS
 List of approved welders
 Weight reports, when applicable
 Approved deviation reports and technical site queries
 List of material certificates
 Material certificates
 Coating documentation
The as-built documentation shall further be compiled in accordance with EDS - 02.
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Contractor shall deliver the following set of documentation to Energinet.dk:
 Shop and design drawings in AutoCAD and PDF format, as per EDS-50-01.
The electronic documentation shall be prepared as pdf files with bookmarks.
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Steel
Type
ST1
ST5
Appendix 1A. Steel Types and Quality for Topside structures
Material Type
ST2
Plates
Plates
Sections
Welded hollow sections
Seamless hollow sections
Plates
Plates
Sections
Welded hollow sections
Seamless hollow sections
ST3 Plates
Plates
Sections
Welded hollow sections
Seamless hollow sections
ST4 Plates
Plates
Sections
Welded hollow sections
Seamless hollow sections
ST3-S Plates
ST4-S Plates
Plates
Plates
Sections
Welded hollow sections
Seamless hollow sections
Bulb flats
Material Dim
T ≤ 50 mm
T > 50 mm
All
All
All
T ≤ 50 mm
T > 50 mm
All
All
All
T ≤ 50 mm
T > 50 mm
All
All
All
T ≤ 50 mm
T > 50 mm
All
All
All
All
All
All
Standard
EN 10025
EN 10025
EN 10025
EN 10219
EN 10210
EN 10025
EN 10025
EN 10025
EN 10219
EN 10210
EN 10025
EN 10025
EN 10025
EN 10219
EN 10210
EN 10025
EN 10025
EN 10025
EN 10219
EN 10210
EN 10225
EN 10225
EN 10225
EN 10225
EN 10025
EN 10025
EN 10025
EN 10219
EN 10210
EN 10067
Steel Quality Description
S355J2
S355NL
S355J2
S355J2H
S355J2H
S355J2
S355NL
S355J2
S355J2H
S355J2H
S420N
S420NL
S420N
S420N
S420N
S420N
S420NL
S420N
S420N
S420N
S420G1+Q
S420G1+M
S420G1+Q
S420G1+M
S235
S235
S235
S235
S235
S235
Primary Steel
Primary Steel with requirements for improved deformation properties perpendicular to the surface of the product , EN 10164
Quality Class Z35
Primary Steel
Primary Steel with requirements for improved deformation properties perpendicular to the surface of the product , EN 10164
Quality Class Z35
Special Steel:
Special Steel with requirements for improved deformation properties perpendicular to the surface of the product , EN 10164
Quality Class Z35
Secondary Steel.
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Appendix 1B Steel Types and Quality for Sub-structure (Jacket)
Steel
Type
1
Standard Steel Quality
2
3
4
5
EN 10225 Plates: S355G9+N/G9+M
Sections: S355G11+N/G11+M
Welded hollow sections: S355G13+N
Seamless hollow sections: S355G14+Q/G14+N
EN 10225 Steel with requirements for improved deformation properties perpendicular to the surface of the product , EN 10164
Quality Class Z35
Plates: S355G9+N/G9+M+Option 13
Sections: S355G11+N/G11+M+Option 13
Welded hollow sections: S355G13+N+Option 13
Seamless hollow sections: S355G14+Q/G14+N+Option 13
EN 10225 Plates: S420G1+Q/G1+M
Sections: S420G3+M
Welded hollow sections: S420G5+Q
Seamless hollow sections: S420G6+Q
EN 10225 Steel with requirements for improved deformation properties perpendicular to the surface of the product , EN 10164
Quality Class Z35
Plates: S420G1+Q/G1+M+Option 13
Sections: S420G3+M+Option 13
Welded hollow sections: S420G5+Q+Option 13
Seamless hollow sections: S420G6+Q+Option 13
EN 10025 S235-S275
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Drawing 10H 04 050 Stair - Standard drawing.
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Drawing 10H 04 051 - Standard drawing, removable/fixed handrail.
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Drawing 10H 05 052 -. Standard drawing, removable handrail, heavy duty
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Drawing 10H4 04 053 -. Typical details, grating
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