TABLE OF CONTENTS - Neptune Energy · shall be in accordance with EN 10164, to meet Quality Class...
Transcript of TABLE OF CONTENTS - Neptune Energy · shall be in accordance with EN 10164, to meet Quality Class...
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 2 of 24
TABLE OF CONTENTS
1.0 SCOPE .............................................................................................................................................. 4
1.1 GENERAL ........................................................................................................................................................... 4 1.2 CERTIFICATION ............................................................................................................................................... 4 1.3 QC-PLAN ........................................................................................................................................................... 4 1.4 COATING ........................................................................................................................................................... 4
2.0 MATERIALS ..................................................................................................................................... 5
2.1 GENERAL ........................................................................................................................................................... 5 2.1.1 Structural Steel ........................................................................................................................................... 5 2.1.2 Delivery ......................................................................................................................................................... 5 2.2 MATERIAL GRADES ....................................................................................................................................... 5 2.2.1 Type I - Special High Strength Steel ................................................................................................. 6 2.2.2 Type II - Primary High Strength Steel ............................................................................................... 7 2.2.3 Type III - Secondary High Strength Steel ........................................................................................ 8 2.2.4 Type IV - Mild Steel .................................................................................................................................. 8 2.3 SPECIFICATIONS FOR STEEL ...................................................................................................................... 9 2.4 MISCELLANEOUS STEEL .............................................................................................................................. 9
3.0 FABRICATION ............................................................................................................................... 11
3.1 GENERAL ......................................................................................................................................................... 11 3.1.1 Design ......................................................................................................................................................... 11 3.1.2 Drawings..................................................................................................................................................... 11 3.1.3 Marking ....................................................................................................................................................... 11 3.1.4 Sawing, shearing, flame cutting and chipping ............................................................................ 11 3.1.5 Laminations, cracks, or split ends ..................................................................................................... 12 3.1.6 Batten plates, clamps, magnets, setting-up fixtures ................................................................. 12 3.1.7 Shearing ...................................................................................................................................................... 12 3.1.8 Stud welding ............................................................................................................................................. 12 3.2 PIPE AND EQUIPMENT SUPPORTS, HOLES, CUT-OUTS, PENETRATIONS ............................. 12 3.3 EARTH LUGS ................................................................................................................................................... 12 3.4 STIFFENERS ..................................................................................................................................................... 13 3.5 SECTIONS OF PIPE ....................................................................................................................................... 13 3.6 SECTIONS OF BEAMS ................................................................................................................................. 13 3.7 MOUSE HOLES .............................................................................................................................................. 13 3.8 SURFACE PREPARATION ........................................................................................................................... 13 3.9 DECK FABRICATION .................................................................................................................................... 13
4.0 WELDING AND INSPECTION ...................................................................................................... 14
4.1 GENERAL ......................................................................................................................................................... 14 4.1.1 Procedure qualification ........................................................................................................................ 14 4.1.2 Welder qualification ............................................................................................................................... 14 4.2 INSPECTION ................................................................................................................................................... 14 4.3 REPAIRS ........................................................................................................................................................... 15
5.0 BOLTED CONNECTIONS.............................................................................................................. 16
5.1 GENERAL ......................................................................................................................................................... 16 5.2 MATERIAL ........................................................................................................................................................ 16 5.3 DESIGN AND USE......................................................................................................................................... 16 5.4 BOLT COATING ............................................................................................................................................. 17
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Specification 201 rev. 13 Page 3 of 24
6.0 CATHODIC PROTECTION ............................................................................................................ 18
6.1 GENERAL ......................................................................................................................................................... 18 6.2 DESIGN CRITERIA ......................................................................................................................................... 18 6.3 ANODES ........................................................................................................................................................... 18
7.0 ADDITIONS/AMENDMENTS ...................................................................................................... 19
7.1 GENERAL ......................................................................................................................................................... 19 7.2 PIPE-SECTIONS TO BE ASSEMBLED ...................................................................................................... 19 7.2.1 Material length ........................................................................................................................................ 19 7.2.2 Out-of-Roundness .................................................................................................................................. 19 7.2.3 Bevels ........................................................................................................................................................... 19 7.2.4 Straightness............................................................................................................................................... 19 7.2.5 Weld inspection ....................................................................................................................................... 19 7.2.6 Material toughness ................................................................................................................................ 19 7.3 MAIN PAD-EYES ........................................................................................................................................... 20 7.3.1 Design ......................................................................................................................................................... 20 7.3.2 Material ....................................................................................................................................................... 20 7.3.3 Fabrication ................................................................................................................................................. 20 7.3.4 Non-Destructive Testing ...................................................................................................................... 20 7.4 PENETRATIONS ............................................................................................................................................. 20
8.0 REFERENCES ................................................................................................................................. 21
ATTACHMENT 1 ........................................................................................................................................ 23
ATTACHMENT 2 ........................................................................................................................................ 24
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Specification 201 rev. 13 Page 4 of 24
1.0 SCOPE
1.1 GENERAL
This specification contains the technical requirements for the supply and fabrication of steel
structures. In no way this specification is intended to describe or replace the expected and
required first class workmanship for the complete fabrication of structural items, both for
strength/technical issues and for visual aspects.
1.2 CERTIFICATION
Structures and main structure parts shall be fabricated according to the rules laid down in this
specification, and are further subject to the approval of an appointed Certifying Authority. The
Certifying Authority (Bureau Veritas, Lloyd’s Register, Det Norske Veritas, American Bureau of
Shipping) will be selected and appointed by Company.
1.3 QC-PLAN
Fabrication and inspection by fabricator shall be based on a for the nature of the structure to be
fabricated suitable QC-plan. Such plan shall be prepared by Contractor and shall be subject to
approval of Company and Classifying Authorities before start of fabrication.
All attachment welding to structural parts will be considered to be per requirements laid down
in this specification.
1.4 COATING
For coating (preparation, application and galvanizing) reference is made to General
Specification 525, latest edition. Unless indicated otherwise all structural steel that is applied at
elevations from El.-4000 (LAT) up, is to be coated as per subject specification.
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Specification 201 rev. 13 Page 5 of 24
2.0 MATERIALS
2.1 GENERAL
Steel shall be rolled steel of commercial quality, according to NEN-EN 10225 or NEN-EN 10025,
latest edition. The notch toughness of materials will be determined by the use of the Charpy V-
notch test as given in NEN-EN 10045. All materials will be as specified in the following paragraphs
unless otherwise stated on the drawings.
2.1.1 Structural Steel
All steel provided for this platform will conform to DIN norm, Euronorm, British Standard,
American Society of Testing and Materials, or American Petroleum Institute standard
specifications, with additional considerations given herein.
In order to comply with the Dutch Mining Regulations, it is required to deliver the materials with
a certificate of a classification bureau as commissioned by "Staatstoezicht op de Mijnen". Materials
Type I, II and III shall be delivered with a 3.2 certificate in accordance with EN 10204, unless
otherwise approved by Company or/and classifying authority for the subject part of structure
before ordering. Type IV shall be delivered with a 3.1 Certificate.
2.1.2 Delivery
Except as given below, all material is to be delivered in accordance with the requirements of
Standard Specification for Delivery of Rolled Steel Plates, Shapes, Sheet Piling and Bars for
Structural Use, ASTM Designation A6.
Plate and plate for tubular (skelp) produced under DIN standards shall be delivered in accordance
with DIN 1543. Welded tubular produced under DIN standards shall be delivered in accordance
with DIN 1626 and seamless tubular produced under DIN standards shall be delivered in
accordance with DIN 1629, both with the additional requirement for straightness listed in Section
7.2.4.
Tubular produced under standards other than DIN shall conform to the dimensional tolerances of
API Specification for Fabricated Structural Steel Pipe [API specification 2B] for diameter of 24 inch
(610 mm) and over, and to the dimensional tolerances of API Specification for Line Pipe, API
specification 5L, for diameters less than 24 inch, with the additional requirement for straightness
listed in Section 7.2.4. Steel shall be new, reasonably straight and free from defects, excessive mill
scale and rust.
2.2 MATERIAL GRADES
Materials grouped into four grades of steel using the shorthand notations listed below. High
strength steel shall be designated on the drawings and in the bills of materials according to the
respective grouping listed below. However, any standard listed within the group which included
the designated Euronorm grade may be substituted. A summary is given in attachment 1 and 2
Type I - Special High Strength Steel
S355 incl. TTP and Charpy at -40°C (NEN-EN 10225 Grade S355G10+N, Grade S355G10+M,
Grade S355G12+N or Grade G15+N).
Defined in Section 2.2.1.
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Specification 201 rev. 13 Page 6 of 24
Type II - Primary High Strength Steel
S355 Charpy at -40°C (NEN-EN 10225 Grade S355G7+N, Grade S355G8+M, Grade
S355G11+N, Grade S355G13+N or Grade S355G14+N).
Defined in Section 2.2.2.
Type III - Secondary High Strength Steel
S355 Charpy at -20°C (NEN-EN 10025 Grade S355J2, NEN-EN 10225 Grade S355G1+N or
Grade S355G2+N).
Defined in Section 2.2.3.
Type IV - Mild Steel
S235 (NEN-EN 10025 Grade S235J0)
Defined in Section 2.2.4.
2.2.1 Type I - Special High Strength Steel
Special high strength steel usage:
Jacket leg joints.
Concentration of pad eyes.
Deck legs where indicated on the drawings.
Where indicated on drawing.
For tubular, shapes and plate including skelp for fabricated tubular primary high strength steel
materials shall conform to the following standards:
NEN-EN 10225 Grade S355G10+N + EN 10164-Z35
NEN-EN 10225 Grade S355G10+M + EN 10164-Z35
NEN-EN 10225 Grade S355G12+N + EN 10164-Z35 or
NEN-EN 10225 Grade S355G15+N + EN 10164-Z35
In case steel is produced according to British Standard (BS7191 Grade 355EMZ), DIN (DIN17100
Grade ST52-3N) or an other Euronorm standard (Euronorm 10025 Grade S355 J2G3), special high
strength steel shall as a minimum conform to the additional requirements here below:
The maximum carbon equivalent (where a lower value is not part of the specification under which
the steel is produced, or where the thickness or strength range of that specification is exceeded)
shall be 0.43 (ladle) calculated using the following formula:
43.01556
..
NiCuVMoCrMn
CEC
Unless waived as a requirement on written authorization of the Company's Representative, tensile
tests in the thickness direction shall be carried out in the final heat treatment condition. Testing
shall be in accordance with EN 10164, to meet Quality Class Z35. The through thickness tensile
strength shall be at least 80 percent of the minimum specified tensile strength. Special high
strength steel shall be ultrasonically inspected in accordance with EN 10160 class S1/E2
Charpy V notch test temperature - 40°C for all plate thickness (min av. 27 Joule, min. ind. 21 Joule).
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Specification 201 rev. 13 Page 7 of 24
Hot rolling of tubular has to be done in accordance with DIN 1626, page 3. A mechanical re-test
of the base material shall be carried out as well to prove that material has original values.
Where special high strength steel is specifically indicated on drawings as “Type I+TMCP” the
ThermoMechanically Controlled rolling Process shall be applied. This steel shall comply to EN
10225 S355G10+M +EN 10164-Z35+US. TTP and US testing shall be in accordance with Type I
steel.
2.2.2 Type II - Primary High Strength Steel
Primary high strength steel usage:
Deck legs where indicated on the drawings.
Jacket tubular.
Pile to jacket connection.
Deck tubular.
Plate > 25 mm thick.
Beams with flanges > 25 mm thick.
Where indicated on the drawings.
For tubular, shapes and plate including skelp for fabricated tubular, primary high strength steel
materials shall conform to one of the following standards with additional restrictions given herein:
NEN-EN 10225 Grade S355G7+N
NEN-EN 10225 Grade S355G11+M
NEN-EN 10225 Grade S355G13+N or
NEN-EN 10225 Grade S355G14+N
In case steel is produced according to British Standard (BS7191 Grade 355EM), DIN (DIN17100
Grade ST52-3N) or an other Euronorm standard (Euronorm 10025 Grade S355 J2G3), special high
strength steel shall as minimum conform to the additional requirements here below:
All material shall conform to the chemical requirements of the specification under which it is
produced. Where a lower carbon equivalent is not part of that specification, or where the
specification thickness or strength range is exceeded, the maximum permissible carbon equivalent
shall be 0.43 (ladle), calculated as follows:
43.01556
..
NiCuVMoCrMn
CEC
Charpy V notch test temperature to be -40°C (min av. 27 Joule, min. ind. 21 J.).
Primary High Strength Steel shall be ultrasonically inspected in accordance with EN 10160 class
S1/E2
Hot rolling of tubular has to be done in accordance with DIN 1626, page 3. A mechanical re-test
of the base material shall be carried out as well to prove that material has original values.
Where primary high strength steel is specifically indicated on drawings as “Type II+TMCP” the
ThermoMechanically Controlled rolling Process shall be applied. This steel shall comply to EN
10225 S355G8+M.
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Specification 201 rev. 13 Page 8 of 24
Seamless Tubular
Seamless tubular may be API 5L Grade X52 [API spec 5L], normalized and fine grained. If required
by specification seamless tubular can be TTP.Z35 tested as specified in Section 2.2.1.
2.2.3 Type III - Secondary High Strength Steel
Secondary high strength steel usage:
All deck structure main structural beams with flanges < 25 mm.
All main structural plating < 25 mm thick
Where indicated on the drawings.
For tubular, shapes and plate including skelp for fabricated tubulars, secondary high strength
steel; material shall conform to one of the following standards:
NEN-EN 10025 Grade S355J2
NEN-EN 10225 Grade G1+N or
NEN-EN 10225 Grade G2+N
In case steel is produced according to British Standard (BS7191 Grade 355D), DIN (DIN17100
Grade ST52-3U) or an other Euronorm standard (Euronorm 10025 Grade S355 J2G3), special
high strength steel shall as a minimum conform to the requirements here below:
All material shall conform to the chemical requirements of the specification under which it is
produced. Where a lower carbon equivalent is not part of that specification, or where the
specification thickness or strength range is exceeded, the maximum permissible carbon equivalent
shall be 0.43 (ladle), calculated as follows:
43.01556
..
NiCuVMoCrMn
CEC
Charpy V notch test temperature to be -20°C (min av. 27 Joule, min. ind. 21 J.).
2.2.4 Type IV - Mild Steel
Mild steel usage:
All secondary steel.
Removable beams, brackets.
Deck-plating.
Brackets as indicated on the drawings.
Mild steel materials shall conform to one of the following standards with additional restrictions
given herein:
NEN-EN 10025 Grade S235J0
BS 7191 Grade 275 D
DIN 17100 Grade ST-37-2 or 3
NEN-EN 10025 Fe 360 B or C
Charpy V notch test temperature to be 0°C (min av. 27 Joule, min. ind. 21 J.).
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Specification 201 rev. 13 Page 9 of 24
2.3 SPECIFICATIONS FOR STEEL
Sections to be used shall conform to the latest editions of Euronorm 19, Euronorm 53, Euronorm
54, Euronorm 55, Euronorm 56 and Euronorm 57.
Flats etc. to be used shall conform to the latest editions of Euronorm 58, Euronorm 59, Euronorm
60 and Euronorm 65.
Hollow square and rectangular sections shall conform to the latest editions of DIN 59410 or
equivalent.
2.4 MISCELLANEOUS STEEL
Grating as per drawing in case of special requirements, further as per table 2.4.1. Grating to be
fastened with clamps or weld studs for 30 mm high and continuous angle iron for 50 mm high, or
approved equivalent. Split-up in grating panels shall be done by fabricator. Grating panels shall
be shaped such that the absence of fasteners can not result in failing of grating panels as a result
of shifting or toppling. Grating floors shall have a 25 mm. clearance from any vessel, sheeting,
pedestal, columns etc. and a clearance of 10 mm from hand railing, baseplates etc. Grating shall
not be cut/adapted etc. after H.D. galvanizing.
Grating shall be ordered from drawings including all changes and attachments.
Table 2.4.1. Grating
Make Use Elevation Coating Type
Thielco 16.000 and above
below 16 000
HDG to EN-ISO 1461,
most stringent
requirement
HDG to EN-ISO 1461,
Most stringent
requirement
A5/30
double serrated/double anti-slip
A5/50
double serrated/double anti-slip
“Approved
Equivalent”
16 000 and above
below 16 000
Idem
Idem
To be submitted for approval
To be submitted for approval
Handrails shall be fabricated from 11/2 inch Schedule 80 pipe for the vertical members and 11/2
inch Schedule 40 pipe for the horizontal members. The handrail panels shall be hot dipped
galvanized after fabrication. Vent-holes necessary for hot dip galvanizing shall be on underside of
handrail and shall be adequately plugged. Handrail pots including attachment shall be fabricated
as per drawings and HD Galvanized as per General Specification 525. The pots shall then be
welded per drawings on the uncoated deck structure, and be coated with the deck structure
without removing the HDG on the inside of the pots. Exact split-up between part to be galvanized
and part to be painted is to be agreed based on an actual application and geometry’s.
The maximum opening in the hand railing should be 0.4 meter between the horizontal members
and the minimum height of the hand railing should not be less than 1.10 meter relative to top of
floor (T.O.G. or T.O.P.). Drawing will prevail. The toe-board should have a minimum height of
150 mm.
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Specification 201 rev. 13 Page 10 of 24
All ladders and hand railing shall be finished in such a manner as to leave clean and smooth
surfaces. All welds shall be machined smooth and all burrs removed.
Handrail on jacket level shall be made up from CS Hot Dip Galvanized posts, with SS316 7*7
12mm PVC-covered wire and SS316 or SSA4 fixation material.
Manufactured items such as cleats, shackles, wire rope clips, thimbles, turnbuckles, chain, woven
wire mesh and tie wire shall be SS316 or A4.
Wind-sheeting shall be in accordance with the General Specification for Architectural
Requirements 205.
Doors shall be as defined in General Specification for Architectural Requirements 205.
Timber shall be utility grade hardwood (unless indicated otherwise) and shall be reasonably flat
and straight and free of major defects, such as splits or loose knots.
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Specification 201 rev. 13 Page 11 of 24
3.0 FABRICATION
3.1 GENERAL
These specifications and the accompanying drawings are intended to describe the work, material
and quality required to fabricate, coat and load-out the subject platform. All structural fabrication,
except as modified herein, shall be in accordance with API RP 2A, 'Recommended Practice for
Planning, Designing and Constructing Fixed Offshore Platforms', latest edition unless
otherwise specified on the Contract Drawings and ANSI/AWS D 1.1 as noted herein.
All structural fabrication shall be in accordance with the latest editions of AISC and API RP 2A and
ANSI/AWS D 1.1. which ever is more stringent.
3.1.1 Design
Fabrication Contractor shall prepare the required calculations/design work for handling, lifting,
transporting etc. of parts of or complete structures at all stages of the work. Contractor shall
prepare and present drawings and calculations timely for approval by Company and Classification
Authority.
Structural calculations shall be based on elastic properties of shapes and allowable stresses shall
comply with AISC Manual of Steel Construction, Allowable Stress Design, Ninth Edition, 1989.
Further attention is drawn to fabricator’s responsibility in defining the various structures for
constructability, structural attachments to support other disciplines (pipe-supporting and
penetrations, equipment supports, E&I, architectural, HVAC).
3.1.2 Drawings
Fabricator shall check the submitted drawings for fabrication and sea-fastening. If required for
fabrication, additional shop/fabrication drawings shall be made, such drawings shall follow
general practice at fabricators shop, and shall suit normal requirements of industry. Shop drawings
shall be submitted to company for information/ remarks, and shall be submitted as-built after
fabrication. Company supplied AFC (engineering ) drawings shall be marked red, blue and green
for as-built status.
Drawings will further serve QC and allow proper and detailed weld and NDT inspection and
administration.
3.1.3 Marking
For all (pre) fabrication of steel sections, shop administration of fabricator shall be submitted for
approval. In general all steel parts and all other supplied and used items shall be match marked
for field assembly with designated numbers and/or letters, corresponding with the drawings and
material certificates.
Marking system shall suit traceability to satisfaction of Company and if applicable Classifying
Authority (if required also after coating).
3.1.4 Sawing, shearing, flame cutting and chipping
Sawing, shearing, flame cutting and chipping shall be done carefully and accurately and whenever
possible by a mechanical guided tool. Structural sections shall be preferable sawed. If, by
exception, structural sections are cut, the edges shall be ground to a radius of 1.5 mm. All edges
shall be left free of slag.
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3.1.5 Laminations, cracks, or split ends
Should laminations, cracks, or split ends be discovered in any pipe, plate or section, the detected
section(s) shall be removed to the satisfaction of the Company and shall not be used in the
fabrication of any other part of the work.
3.1.6 Batten plates, clamps, magnets, setting-up fixtures
Wherever practical, batten plates, clamps, magnets, holding devices or other setting-up fixtures
shall be used in assembling parts of the structures, so as to avoid tack-welding in the weld-groove,
and without damaging (sharp prints) the surface of the structural parts under fabrication.
In fit-up where clamps cannot be used, batten plates or spacer strips shall be used to ensure the
correct root gap prior to tack-welding.
All tack welds shall be cleaned and ground to sound material.
Unless otherwise shown on the drawings, weld connecting structural members shall develop a
strength not less than that of the weaker member.
Cutouts at beam ends for coping shall have an internal radius of 5 millimeters.
3.1.7 Shearing
Shearing of plates, strips, flats and angles is permitted only if their thickness does not exceed
16 mm. Burrs, if any, shall be removed.
3.1.8 Stud welding
Stud welding, for instance for insulation fixtures, is not allowed on main steel.
3.2 PIPE AND EQUIPMENT SUPPORTS, HOLES, CUT-OUTS, PENETRATIONS
All required supports, holes, cut-outs, penetrations etc. shall be provided whether or not indicated
on the drawings for the installation of the work of other trades requiring same. Pipe supports and
equipment supports shall be indicated / integrated on the applicable structural drawings. Holes,
cutouts and penetrations shall be as per approved (typical) details, and the types and locations
shall be indicated on applicable drawings (drawings by fabricator). Holes, cutouts and penetration
details shall ensure possibility of coating according to specifications. For dimensions see
applicable General Specifications.
Care shall be taken not to cut any primary shapes without the prior approval of Company.
3.3 EARTH LUGS
Earth lugs where applicable shall be provided on structural columns near base plate. If fireproofing
is applied, length of lug shall be extended by the fireproofing thickness measured from the outer
edge. Details as per standard drawing GE32 (part of General Specification 613).
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3.4 STIFFENERS
Stiffeners shall be fitted accurately and soundly at all contact surfaces with the member or
members to which they are fitted. The contact edges shall be prepared to ensure an even bearing
and shall be suitably prepared for full strength welding, unless otherwise called for on the
drawings.
3.5 SECTIONS OF PIPE
Sections of pipe of the same diameter and wall thickness may be spliced to economically use
materials. No splice shall be located closer to a joint (including mill welds) than four times the
outside diameter of the pipe or a minimum distance of 1.2 m whichever is greater, unless
otherwise noted on the drawings. It is not allowed to have more than one splice in any 3.0 meters
interval of pipe. If pipes contain longitudinal seams, the seams shall be staggered a minimum of
15 degrees at butt joints.
3.6 SECTIONS OF BEAMS
Sections of beams with the same cross-sections may be spliced to economically use the materials.
The use of the beam shall determine the location and frequency of splicing. In cantilever beams,
there shall be no splice located closer to the point of support than half the cantilever length. For
beams employed in any span between supports, there shall be no splice
in the middle one-fourth of any span nor in the one-eight of the span nearest any support. No
two splices shall be located closer together than four times the depth of the beam or a minimum
of 1.2 meters whichever is greater, unless otherwise noted on the drawings.
3.7 MOUSE HOLES
In general for beam-structures with a beam height of 300 mm or more holes with a radius R of 30
mm will be applied; for beams with less height no mouse holes shall be applied.
3.8 SURFACE PREPARATION
Surface preparation for coating shall, as a general rule, be done by dry blast cleaning in
accordance with General Specification 525.
Before further surface preparation all sharp edges shall be rounded to minimal radius of 1.5
mm. Assemblies, constructions or mouse holes that are to be coated, but inaccessible for proper
shot blasting and painting shall be avoided, or shall be closed by welding on/boxing in with a 4
mm plate or alternative proposed by Contractor, only after written approval by Company.
3.9 DECK FABRICATION
Deck plate straightness shall be within 5 mm measured over 1 m.
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4.0 WELDING AND INSPECTION
4.1 GENERAL
Unless noted otherwise in these specifications, all structural welding shall be in accordance with
API RP 2A, 'Recommended Practice for Planning, Designing and Construction of Fixed
Offshore Platforms', and the ANSI/AWS and ASME BPV IX codes, latest revision. Existing and
valid procedures, made under Classification Authority supervision and recording, may be
submitted for approval. For the subject situation no re-qualification will be required.
All welding shall be continuous, unless noted otherwise; intermittent welding will not be accepted.
4.1.1 Procedure qualification
Procedure qualification of welds joining High Strength Steel shall include Charpy V-notch impact
testing in accordance with NEN-EN 10045. Test specimens shall be removed and tested as follows
(transverse test):
One test in the weld materials
One test in the line of fusion.
One test in the parent metal 2 mm from line of fusion (in HAZ).
o One test shall consist of three specimens.
o Test temperature to be -40°C for plate thickness > 25 mm and -20°C for plate thickness < 25
mm.
o The average absorbed energy for each test shall be at least 34 Joule with no single specimen
exhibiting less than 27 Joule.
Welding procedure specification (WPS) shall include all relevant information, including but not
limited to welding processes, validity range, material type, position, pre-heat and inter-pass
temperature, filler material(s), max. weaving (if any), and detailed weld preparation. WPS shall be
available at work location. Procedures shall be made available for tack welding, repairs, buttering
and gauging.
At each welding location at least one electronic temperature meter shall be present. For all
welds with a combined wall thickness of 45mm or more, preheating shall be done by means
of electrical elements (mats). Preheat, interpass and cool down shall be controlled.
Influence of weather before complete cool down of the weld area shall be prevented.
4.1.2 Welder qualification
Welders to be qualified for process and position according to relevant codes and witnessed by an
acceptable class authority.
4.2 INSPECTION
Contractor shall visually inspect all welding preparations, welding and welding areas according to
API RP 2A, and ANSI/AWS D 1.1, latest revisions. Quantity and type of Non Destructive Testing
per requirements in this specification. In general NDT as per Table 4.2.1 will be required.
Procedures for NDT and acceptance will be based on ASME Boiler and Pressure Vessel (BPV) Code,
Sections V and VIII.
NDT field execution and reporting shall be in scope of Contractor.
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Specification 201 rev. 13 Page 15 of 24
Contractor shall perform dimensional inspection and record and submit results. Dimensional
measurements shall prove fabricated construction is as per drawings.
All inspection shall be recorded to a reasonable extend to satisfaction of the Company (and Class.
Authority if applicable). Administration shall be part of as-built documentation. The weld
numbering shall clearly show the history of a weld.
In case a "negative" reporting system is used, the "Not Acceptable" welds or weld areas shall be
made clearly visible in the overall weld history and reported on paper. These reports and the
reports showing the specific weld (area) that has been repaired and is now acceptable, shall be
filed after acceptance by Company’s inspector.
Table 4.2.1 General indication NDT requirements for structural fabrication.
Type of structure: Type of NDT: % of NDT: Remarks:
Pad eyes, weld preparations
for pad eyes and adjacent
areas
UT
MPI
100%
100%
See Chapter 7.0 of this
specification
Nodes (all types) UT
MPI
100%
100% After 48 hours
Main (bearing) structure
and all under-water or
jacket structure and
attachment-welds to main
structure
UT on all FP-welding
MPI on all welding
and on all scars/tack-
welding
100%
100%
After 48 hours
Secondary structure UT on FP-welding
MPI
15%
15%
After 24 hours,
locations by Company
100 % on repairs
Butt-welds in beams,
tubulars and plate
X- or Y-ray as
alternative for MPI +
UT
Per subject
type
Per subject
type
Seafastening UT on FP-welding
MPI
40%
20%
After 48 hours
Seafastening welds to barge
deck/vessel deck
UT
MPI
40%
100%
After 48 hours
4.3 REPAIRS
Defects, except cracks, in weld deposits may be repaired with prior authorization of the Company
Representative. Removal of defects for repair may be by any method, which produces a clean
uncontaminated surface for installation of the repair weld. Oxygen-acetylene gouging will not be
acceptable. All air-arc gouged surfaces shall be power disk ground to remove residual carbon.
The removal and repairs of cracks in weld deposits or base metal shall be witnessed and approved
by the Company Representative. Any cracks shall be removed by grinding or air-arc gouging to
sound metal (plus 2 inch of sound metal on each end of the crack) as determined by an
appropriate non-destructive testing technique. The surface of the chord member in tubular
intersection joints containing root cracks or transverse cracks shall be magnetic particle and
ultrasonically inspected to detect propagation into the base metal, if any. The intersecting member
shall be completely removed if in the opinion of Company Representative the surface of the chord
member cannot be properly inspected or repaired.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 16 of 24
5.0 BOLTED CONNECTIONS
5.1 GENERAL
All bolted connections shall be made with minimum two bolts, 16 mm diameter unless
otherwise indicated on the drawings.
5.2 MATERIAL
Bolts, nuts, etc. shall be of quality 8.8, and shall conform to the latest edition of NEN 81-II and
NPR 1800 (NEN 914, NEN 5513, NEN 5514, NEN 5515, NEN 1555 and NEN 1560). Alternatively
ASTM A-320 (bolts and nuts) or ASTM A-193 (Gr. B7, studs with nuts) may be used.
High strength friction grip (HSFG) bolts, nuts, etc. shall be of quality 10.9 and shall conform to the
latest edition of NEN 81-I and NPR 1800 (NEN 914, NEN 5511, NEN 5512, NEN 5513, NEN 5514
and NEN 5560).
5.3 DESIGN AND USE
High strength friction grip bolts shall be used for the main connections and/or as specified on
the drawings.
Holes for bolted connections shall be drilled and be of a diameter 2 mm larger than that of the
bolt, except in the case of close-tolerance bolts as called for on the drawings.
Slotted hole connections shall be used for connecting to existing adjacent structures, if
applicable, or as indicated on the drawings. Correct type of washer to be applied for slotted holes
(size and thickness).
Bolt shaft shall be long enough to suit the connecting part, washers, nuts and locking nuts and
project at least 3 mm and 10 mm at the utmost, unless indicated otherwise on the drawings.
Heads and nuts of all bolts, other than high strength friction grip bolts, shall be suitably drawn
tight against the work.
Heads and nuts of all bolts shall sit squarely against work or washers where required.
Locking nuts shall be fitted to all bolts, other than high strength friction grip bolts, under each of
the following conditions:
the bolt carries a tension lead
the bolt is connected to vibrating equipment
the bolt is connected to crane beams, lifting beams, trolley hoists, or stairs
the bolt is used on the jacket
called for on the design drawings
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 17 of 24
High strength friction grip bolt holes shall be drilled, and shall be free from burrs. Punching is
not permitted.
At the time of assembly, the contact surfaces of a high strength friction grip bolt connection shall
be clean and free from paint, scale, loose rust, burrs, dirt, oil, grease and all defects that might
impair a good solid sealing and friction between the surfaces.
All high strength friction grip bolt connections shall be assembled and tightened by a method to
be approved by Company.
Anchor bolts will be specified on drawings or by Company.
5.4 BOLT COATING
For use on structural items below Elevation +16.000 all threaded fasteners shall be cadmium
plated or approved equivalent. For use on structural items above Elevation +16.000 all threaded
fasteners shall be HD galvanized or approved equivalent. Electrolitically galvanized bolts/nuts are
not acceptable.
For small bore fasteners SS A4 grade 70 bolts/units shall be used ( M12); for strength bearing
connections a calculation is required.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 18 of 24
6.0 CATHODIC PROTECTION
6.1 GENERAL
The Cathodic Protection System for any under water (or in seabed) structure shall be sacrificial
system consisting of aluminum alloy anodes (unless indicated otherwise).
6.2 DESIGN CRITERIA
Cathodic protection design (if in scope contractor) shall be done according to the latest edition
of DNV RP B401 ref. /15/ and BV number 423 DTO R00E.
Net weight of anodic material in each anode shall be within the weight range applicable to a
twenty year life.
6.3 ANODES
Anode construction shall be in accordance with relevant drawings. Anode material shall be
aluminum alloy of electrochemical value of no less than 2500 ampere hours per kilogram. The
individual anode ampere rating shall correspond to that calculated for a water resistance of no
less than 30 ohm.cm at 50% of the anode cross-sectional area consumed.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 19 of 24
7.0 ADDITIONS/AMENDMENTS
7.1 GENERAL
Depending on the nature and use of the structure to be fabricated additional requirements can
be necessary. The additional requirements indicated in this chapter are only applicable for the
indicated type of structure.
7.2 PIPE-SECTIONS TO BE ASSEMBLED
Additional requirements for pipe sections which will be delivered without over-length and with
bevels. The following requirements are applicable in addition to the API Spec. 2B (Section 4.0).
7.2.1 Material length
The length of each pipe shall not vary more than –10 mm or +20 mm total for each item not
beveled or beveled on one side and -0 mm to +3 mm for items beveled on both sides.
7.2.2 Out-of-Roundness
The difference between the major and minor outside diameters shall not exceed 5 mm.
7.2.3 Bevels
All pipes shall be beveled for welding with an angle as indicated. Tolerances for bevel angle and
root face shall be respectively -0° +2.5° (measured from a line perpendicular to the surface of the
pipe) and +0 mm - 2 mm unless otherwise specified. The root face shall be perpendicular to the
longitudinal axis of the pipe within 1 mm per 200 mm diameter, with a maximum allowable
deviation of 4 mm, measured with a square and straight edge across the end of the pipe.
7.2.4 Straightness
The maximum allowable straightness deviation in any 3 m length shall be 3 mm. For length over
3 m, the maximum deviation of the entire length may be computed by the following formula,
not to exceed 9.5 mm in any 12 m length.
3 mm x
(total length m.)
3m
For special items such as jacket legs and piles other more stringent requirements for straightness
and roundness will be applicable (see relevant construction drawings).
7.2.5 Weld inspection
All longitudinal welds shall be 100% U.S. tested. All circumferential welds 100% X-ray. Longitudinal
welds at weld crossing and weld ends shall also be X-ray tested.
7.2.6 Material toughness
Charpy V-notch values as per subject chapter (Materials, Chapter 2) of this specification.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 20 of 24
7.3 MAIN PAD-EYES
In addition to other requirements specified either in documents, on drawings or in general codes,
the following will be applicable for main pad-eyes.
7.3.1 Design
The pad-eye design is always subject to check and approval of the installation contractor and the
classifying authority. The design of a pad-eye is amongst others based on weight and C.O.G. of
the item involved. Therefore it can be necessary to leave at least some aspects of the pad-eye
design relatively long on hold, at least until above mentioned aspects are reasonably known to be
accurate.
7.3.2 Material
Selection of material will be a part of the pad-eye design. In general the pad-eye material will be
type I. This includes the main-structure the pad-eye is welded to. For pad-eye components the
charge number(s) must be hard stamped on each individual part, on such a location that the
numbers can be found after assembly of the pad-eye.
7.3.3 Fabrication
The pad-eye main-plate will be taken from the rolled plate such, that the rolling direction of the
plate is the same as the pulling direction for the pad-eye. Assembly/welding shall be planned and
organized such that:
remaining weld tension is minimal,
pre-heating shall be done electrically, temperature controlled and recorded,
once pre-heating has started, fabrication shall be continued till subject part/
beam / area is finished
cool-down shall be slow and controlled.
Above shall be controlled full time by a qualified and dedicated quality-inspector.
7.3.4 Non-Destructive Testing
Components of pad-eyes and adjacent main-structure shall be checked for doubling/material
imperfections. All welding to pad-eyes shall be checked MPI (all welds) and UT (full Penn welds)
at least 48 hours after cool-down. After each use of pad-eyes this NDT-check shall be repeated (if
necessary due to coating this can/shall be done with Eddy current technique).
7.4 PENETRATIONS
Sleeves/penetration in beams:
Penetrations shall not affect structural integrity of the beam, calculation for each typical
application required, in general penetrations near the middle of the web.
Use of rings made from plate, fillet-welded to the web, on one or both sides, can be
considered.
Sleeves to be prefabricated and installed in beam during fabrication of deck and coated with
deck where possible. Material as material for beams.
For dimensions of penetration in deck plating and grating reference is made to standard
drawing A-2076.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 21 of 24
8.0 REFERENCES
In this list the reference codes as used in this specification (latest revision to be used) are
linked to the publications they are taken from in alphabetic order:
[1] AISC Specification for Structural Steel Buildings, Manual of Steel
Construction (including supplements and commentary) (Published by
American Institute of Steel Construction).
[2] API RP 2A Recommended Practice for Planning, Designing and Constructing
Fixed Offshore Platforms. (Published by American Petroleum Institute).
[3] API Spec. 2B Fabrication of Structural Steel Pipe.
[4] API Spec. 5L Specification for Line Pipe.
[5] ASME BPV V Non destructive Examination.
[6] ASME BPV VIII Pressure Vessels.
[7] ASME BPV IX Qualification Standard for Welding and Brazing Procedures, Welders,
Brazers and Welding and Brazing Operators.
[8] ASTM A6 Standard Specification for Delivery of Rolled Steel Plates, Shapes, Sheet
Piling and Bars for Structural Use.
[9] ASTM A123 Spec. for Zinc (Hot-dip Galvanized) Coatings on iron and steel products.
[10] ANSI/AWS D1.1 Structural Welding Code - Steel, Latest Edition.
[11] BS 7191 Weldable structural steels for fixed offshore structures
[12] DIN 1543 Stahlbleche über 4.75 mm (Grobbleche), Maß- und Gewichts
abweichungen.
[13] DIN 1626 Geschweißte kreisformige Rohre aus unlegierten Stahlen für
besondere Anforderungen; Technische Lieferbedingungen.
[14] DIN 1629 Nahtlose kreisformige Rohre aus unlegierten Stahlen für besondere
Anforderungen; Technische Lieferbedingungen.
[15] DIN 17100 Allgemeine Baustähle; Gütevorschriften - Steels for general structural
purposes.
[16] DIN 17200 Vergütungsstähle; Gütevorschriften - Quenched and tempered steels.
[17] DIN 17210 Einsatzstähle; Gütevorschriften - Case hardened steels.
[18] DIN 2448 Seamless Steel Pipes.
[19] DIN 59410 Hollow Square and Rectangular Sections for Steel Structures.
[20] DIN 50049 Bescheinigungen über Werkstoff prüfungen - Certificates on material
tests.
[21] DNV Recommended Practice for Testing of Steel Subject to Appreciable 'Z'
Direction Loading, Det Norske Veritas, Engineering Service.
[22] Euronorm 19 Beam Section IPE.
[23] Euronorm 53 Wide Flange Sections.
[24] Euronorm 54 Hot Rolled I-Sections.
[25] Euronorm 55 Hot Rolled Equal T-Sections.
[26] Euronorm 56 Hot Rolled Equal L-Sections.
[27] Euronorm 57 Hot Rolled Unequal L-Sections.
[28] Euronorm 58 Hot Rolled Flat Steel
[29] Euronorm 59 Hot Rolled Square Bar Sections.
[30] Euronorm 60 Hot Rolled Round Bars.
[31] EN 10204 Metallic Products, Types of Inspection Documents.
[32] EN 16085 Ultrasonic testing.
[33] Neptune Specification 525, General Painting and Coating Specification.
[34] NEN 81-I/II Metric Screw Thread (ISO).
[35] NEN 1275 Testing Demands and Methods for Zinc Coated (Galvanizing) Layers of
Steel.
Neptune Energy Netherlands B.V.
Specification 201 rev. 13 Page 22 of 24
[36] NPR 1800 Nederlandse Praktijk richtlijn 1800, superseeds: NEN 914, 1555, 1560,
5511, 5512, 5513, 5514, 5515.
[37] NEN 1275 Testing Demands and Methods for Zinc Coated (Galvanizing) Layers of
Steel.
[38] NEN-EN 10025 Hot-rolled products of non-alloy structural steels (Euronorm 25).
[39] NEN-EN 10045 Metallic Materials - Charpy impact test.
[40] NEN-EN 10225 Weldable structural steels for fixed offshore structures- Technical
delivery conditions
[41] SEL 072 STAHL-EISEN-Lieferbedingungen 072 (SEL 072) des Vereins Deutscher
Eisenhüttenleute, Ultraschallgeprüftes Grobblech.
[42] Thyssen Steels for Offshore Requirements.
ATTACHMENT 1
MATERIAL GRADES
Type Min. Yield
[N/mm2]
Material reference standard Certificate
EN 10204
Application Typical Usage
I 355 Plates EN 10225 S355G10+N/Z35+US 3.2 Special TTP quality material,
loaded in thickness direction
Jacket leg joints
Padeyes
Deck leg cans
Where indicated on drawings
Seamless RHS
& CRS
EN 10225 S355G15+N/Z35+US
Welded RHS
& CHS
See plates
Sections EN 10225 S355G12+N/Z35+US
I+TMCP 355 Plates EN 10225 S355G10+M/Z35+US 3.2 Special TTP quality material,
loaded in thickness direction with
increased weldability Termo-
mechanically rolled
Where specifically indicated on drawings
Welded RHS
& CHS
See plates
II 355 Plates EN 10225 S355G7+N 3.2 Primary high strength steel Substructure and topside tubulars
Piles
Deck legs
Plate > 25mm
Beams with flanges > 25mm thick
Where indicated on drawings
Seamless RHS
& CRS
EN 10225 S355G14+N
Welded RHS
& CHS
EN 10225 S355G13+N
Sections EN 10225 S355G11+N
II+TMCP 355 Plates N 10225 S355G8+M 3.2 Primary high strength steel with
increased weldability Termo-
mechanically rolled
Where specifically indicated on drawings
Welded RHS
& CHS
See plates
III 355 Plates EN 10025 S355J2
EN 10225 S355G2+N
3.2 Secondary high strength steel Plate < 25mm
Beams with flanges < 25mm thick
Where indicated on drawings Seamless RHS
& CRS
EN 10025 S355J2
EN 10225 S355G1+N
Welded RHS
& CHS
Sections
IV 235 EN 10025 S235J0 3.1 Mild Steel
All secondary steel
Deck plating
Where indicated on drawings
ATTACHMENT 2
CHARPY-V NOTCH REQUIREMENTS
Type Charpy-V test temperature
[C]
Average / Minimum Individual Value
[Joules]
I -40 27 / 21
I+TMCP -40 50
II -40 27 / 21
II+TMCP -40 50
III -20 27 / 21
IV 0 27 / 21
y
y
w =
f yy
w
y
y f
w*
y
y =
w
f
y
*
y
*
VARIABLE
570
270
150
150
Ø10 DRAIN HOLE
PL.2421x570x6 SS316
STRIP NEOPRENE 60x100
700
1100
6060
WIDTH 50 KG POWDER EXTINGUISHER = 475WIDTH 20 KG CO2 EXTINGUISHER ON WHEELS = 440
A8203
GENERAL
NVT
TOPSIDEFIRE EXTINGUISHER SUPPORT
IN HELI DECK NETTING
1:7.5
00010
0 23.11.10 IV FIRST ISSUE ADJ DZ
1. SEE FOR GENERAL NOTES DWG. A-20012. ALL STEEL TO BE SS316 (U.N.O.)
350
1009
1125
700
111°148°
152°
200
140 27
0
440
U-BOLT 2" C/W NUTS AND WASHERS
PL. 40x6
NUT M10 NYLOC
PL. 50x60x8 SS316
STRIP NEOPRENE 60x100x2
BOLT M10x80
1065
1500
1100
STRIP NEOPRENE 60x100
980
463
L50x50x5 (TYP)
228
30