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AS ISO 19902:2022
$608.55
Petroleum and natural gas industries – Fixed steel offshore structures
AS ISO 19902:2022 identically adopts ISO 19902:2020, which specifies requirements and provides recommendations applicable to types of fixed steel offshore structures for the petroleum and natural gas industries.
Table of contents
Header
About this publication
Preface
Foreword
Introduction
1 Scope
2 Normative references
3 Terms and definitions
4 Symbols
5 Abbreviated terms
6 Overall considerations
6.1 Types of fixed steel offshore structure
6.1.1 General
6.1.2 Jackets
6.1.3 Towers
6.1.4 Jack-ups
6.2 Planning
6.2.1 General
6.2.2 Hazards
6.2.3 Designing for hazards
6.2.4 Design situations and criteria
6.2.5 Design for inspection and maintenance
6.2.6 Foundations and active geological processes
6.2.7 Regulations
6.3 Service and operational considerations
6.3.1 General considerations
6.3.2 Water depth
6.3.3 Structural configuration
6.3.3.1 General
6.3.3.2 Deck elevation and air gap
6.3.3.3 Topsides reactions
6.3.4 Access and auxiliary systems
6.4 Safety considerations
6.5 Environmental considerations
6.5.1 General
6.5.2 Selecting design metocean parameters and action factors
6.6 Exposure levels
6.7 Assessment of existing structures
6.8 Structure reuse
7 General design requirements
7.1 General
7.2 Material properties for steel
7.3 Incorporating limit states
7.4 Determining design situations
7.5 Structural modelling and analysis
7.6 Design for pre-service and removal situations
7.7 Design for the in-place situation
7.8 Determination of component resistances
7.8.1 General
7.8.2 Physical testing to derive resistances
7.8.3 Resistances derived from computer simulations validated by physical testing
7.8.4 Resistances derived from computer simulations validated against design formulae
7.8.5 Resistances derived from unvalidated computer simulations
7.9 Strength and stability checks
7.9.1 Action and resistance factors
7.9.2 Strength and stability equations
7.9.3 Unfactored actions
7.10 Robustness
7.10.1 General
7.10.2 Damage tolerance
7.11 Reserve strength
7.11.1 New structures
7.11.2 Existing structures
7.12 Indirect actions
7.13 Structural reliability analysis
8 Actions for pre-service and removal situations
8.1 General
8.1.1 Coverage
8.1.2 Design situations
8.1.3 Actions
8.2 General requirements
8.2.1 Weight control
8.2.2 Dynamic effects
8.2.3 Action effects
8.2.3.1 Factored actions
8.2.3.2 Unfactored actions
8.3 Onshore lifting
8.3.1 General
8.3.2 Dynamic effects
8.3.3 Effect of tolerances
8.3.4 Multi-crane lift
8.3.5 Local factor
8.3.6 Member and joint strengths
8.3.7 Lifting attachments
8.3.8 Slings, shackles and fittings
8.4 Fabrication
8.5 Loadout
8.5.1 Direct lift
8.5.2 Horizontal movement onto vessel
8.5.3 Self-floating structures
8.6 Transportation
8.6.1 General
8.6.2 Metocean conditions
8.6.3 Determination of actions
8.6.4 Other considerations
8.7 Installation
8.7.1 Lifted structures
8.7.2 Launched structures
8.7.3 Crane assisted uprighting of structures
8.7.4 Submergence pressures
8.7.5 Member flooding
8.7.6 Actions on the foundation during installation
8.7.6.1 General
8.7.6.2 Determination of actions
9 Actions for in-place situations
9.1 General
9.2 Permanent actions (G) and variable actions (Q)
9.2.1 Permanent action 1, G1
9.2.2 Permanent action 2, G2
9.2.3 Variable action 1, Q1
9.2.4 Variable action 2, Q2
9.2.5 Unintentional flooding
9.2.6 Position and range of permanent and variable actions
9.2.7 Carry down factors
9.2.8 Representation of actions from topsides
9.2.9 Weight control
9.3 Extreme metocean actions
9.3.1 General
9.3.2 Notation
9.4 Extreme quasi-static action due to wind, waves and current (Ee)
9.4.1 Procedure for determining Ee
9.4.2 Direction of extreme wind, waves and current
9.4.3 Extreme global actions
9.4.4 Extreme local actions and action effects
9.4.5 Vortex induced vibrations (VIV)
9.5 Extreme quasi-static action caused by waves only (Ewe) or by waves and currents (Ewce)
9.5.1 Procedure for determining Ewe and Ewce
9.5.2 Models for hydrodynamic actions
9.5.2.1 Morison’s equation
9.5.2.2 Marine growth
9.5.2.3 Drag and inertia coefficients
9.5.2.4 Current blockage
9.5.2.5 Conductor shielding factor
9.5.3 Hydrodynamic models for appurtenances
9.6 Actions caused by current
9.7 Actions caused by wind
9.7.1 General
9.7.2 Determining actions caused by wind
9.7.3 Wind actions determined from models
9.8 Equivalent quasi-static action representing dynamic response caused by extreme wave conditions
9.8.1 General
9.8.2 Equivalent quasi-static action (De) representing the dynamic response
9.8.3 Global dynamic analysis in waves
9.8.3.1 General
9.8.3.2 Dynamic analysis methods
9.8.3.3 Design sea state
9.8.3.4 Hydrodynamic action on a member
9.8.3.5 Mass
9.8.3.6 Damping
9.8.3.7 Stiffness
9.9 Factored actions
9.9.1 General
9.9.2 Factored permanent and variable actions
9.9.3 Factored extreme metocean action
9.10 Design situations
9.10.1 General considerations on the ultimate limit state
9.10.2 Demonstrating sufficient RSR under metocean actions
9.10.3 Partial factor design format
9.10.3.1 General
9.10.3.2 Design actions for in-place situations
9.11 Local hydrodynamic actions
10 Accidental and abnormal situations
10.1 General
10.1.1 Treatment of ALS events
10.1.2 Accidental events
10.1.3 Abnormal environmental events
10.2 Vessel collisions
10.2.1 General
10.2.2 Collision events
10.2.3 Collision process
10.3 Dropped objects
10.4 Fires and explosions
10.5 Abnormal environmental actions
10.6 Assessment of structures following damage
11 Seismic design considerations
11.1 General
11.2 Seismic design procedure
11.3 Seismic reserve capacity factor
11.4 Recommendations for ductile design
11.5 ELE requirements
11.5.1 Partial action factors
11.5.2 ELE structural and foundation modelling
11.6 ALE requirements
11.6.1 General
11.6.2 ALE structural and foundation modelling
11.6.3 Non-linear static pushover analysis
11.6.4 Time-history analysis
12 Structural modelling and analysis
12.1 Purpose of analysis
12.2 Analysis principles
12.2.1 Extent of analysis
12.2.2 Calculation methods
12.3 Modelling
12.3.1 General
12.3.2 Level of accuracy
12.3.3 Geometrical definition for framed structures
12.3.3.1 General
12.3.3.2 Member modelling
12.3.3.3 Joint modelling
12.3.4 Modelling of material properties
12.3.5 Topsides structure modelling
12.3.6 Appurtenances
12.3.7 Soil-structure interaction
12.3.7.1 General
12.3.7.2 Pile groups
12.3.7.3 Pile connectivity
12.3.7.4 Conductor modelling
12.3.7.5 Conductor connectivity
12.3.8 Other support conditions
12.3.9 Local analysis structural models
12.3.10 Actions
12.3.11 Mass simulation
12.3.12 Damping
12.4 Analysis requirements
12.4.1 General
12.4.2 Fabrication
12.4.3 Other pre-service and removal situations
12.4.3.1 General
12.4.3.2 Loadout
12.4.3.3 Transportation
12.4.3.4 Installation
12.4.3.5 Removal
12.4.4 In-place situations
12.4.4.1 General
12.4.4.2 Extreme metocean conditions
12.4.4.3 Accidental situations
12.4.4.4 Seismic events
12.4.4.5 Fatigue analysis
12.4.4.6 Analysis for reserve strength
12.5 Types of analysis
12.5.1 Natural frequency analysis
12.5.2 Dynamically responding structures
12.5.3 Static and quasi-static linear analysis
12.5.4 Static ultimate strength analysis
12.5.5 Dynamic linear analysis
12.5.6 Dynamic ultimate strength analysis
12.6 Non-linear analysis
12.6.1 General
12.6.2 Geometry modelling
12.6.3 Component strength
12.6.4 Models for member strength
12.6.5 Models for joint strength
12.6.6 Ductility limits
12.6.7 Yield strength of structural steel
12.6.8 Models for foundation strength
12.6.9 Investigating non-linear behaviour
13 Strength of tubular members
13.1 General
13.2 Tubular members subjected to tension, compression, bending, shear, torsion or hydrostatic pressure
13.2.1 General
13.2.2 Axial tension
13.2.3 Axial compression
13.2.3.1 General
13.2.3.2 Column buckling
13.2.3.3 Local buckling
13.2.4 Bending
13.2.5 Shear
13.2.5.1 Beam shear
13.2.5.2 Torsional shear
13.2.5.3 Combined beam shear and torsional shear
13.2.6 Hydrostatic pressure
13.2.6.1 Calculation of hydrostatic pressure
13.2.6.2 Hoop buckling
13.2.6.3 Ring stiffener design
13.3 Tubular members subjected to combined forces without hydrostatic pressure
13.3.1 General
13.3.2 Axial tension and bending
13.3.3 Axial compression and bending
13.3.4 Axial tension or compression, bending, shear and torsion
13.3.5 Piles
13.4 Tubular members subjected to combined forces with hydrostatic pressure
13.4.1 General
13.4.2 Axial tension, bending and hydrostatic pressure
13.4.3 Axial compression, bending and hydrostatic pressure
13.4.4 Axial tension or compression, bending, hydrostatic pressure, shear and torsion
13.5 Effective lengths and moment reduction factors
13.6 Conical transitions
13.6.1 General
13.6.2 Design stresses
13.6.2.1 Equivalent axial stress in conical transitions
13.6.2.2 Local stresses at unstiffened junctions
13.6.3 Strength requirements without external hydrostatic pressure
13.6.3.1 General
13.6.3.2 Local buckling within conical transition
13.6.3.3 Junction yielding
13.6.3.4 Junction buckling
13.6.3.5 Junction fatigue
13.6.4 Strength requirements with external hydrostatic pressure
13.6.4.1 Hoop buckling
13.6.4.2 Junction yielding and buckling
13.6.5 Ring design
13.6.5.1 General
13.6.5.2 Junction rings without external hydrostatic pressure
13.6.5.3 Junction rings with external hydrostatic pressure
13.6.5.4 Intermediate stiffening rings
13.7 Dented tubular members
13.7.1 General
13.7.2 Dented tubular members subjected to tension, compression, bending or shear
13.7.2.1 General
13.7.2.2 Axial tension
13.7.2.3 Axial compression
13.7.2.3.1 General
13.7.2.3.2 Column buckling
13.7.2.4 Bending
13.7.2.4.1 General
13.7.2.4.2 Positive bending
13.7.2.4.3 Negative bending
13.7.2.4.4 Neutral bending
13.7.2.5 Shear
13.7.3 Dented tubular members subjected to combined forces
13.7.3.1 Axial tension and bending
13.7.3.1.1 General
13.7.3.1.2 Axial tension, positive bending and neutral bending
13.7.3.1.3 Axial tension, negative bending and neutral bending
13.7.3.2 Axial compression and bending
13.7.3.2.1 General
13.7.3.2.2 Axial compression, positive bending and neutral bending
13.7.3.2.3 Axial compression, negative bending and neutral bending
13.8 Corroded tubular members
13.9 Grouted tubular members
13.9.1 General
13.9.2 Grouted tubular members subjected to tension, compression or bending
13.9.2.1 General
13.9.2.2 Axial tension
13.9.2.3 Axial compression
13.9.2.4 Bending
13.9.3 Grouted tubular members subjected to combined forces
13.9.3.1 Axial tension and bending
13.9.3.2 Axial compression and bending
14 Strength of tubular joints
14.1 General
14.2 Design considerations
14.2.1 Materials
14.2.2 Design forces and joint flexibility
14.2.3 Minimum joint strength
14.2.4 Weld strength
14.2.5 Joint classification
14.2.6 Detailing practice
14.3 Simple tubular joints
14.3.1 General
14.3.2 Basic joint strength
14.3.3 Strength factor, Qu
14.3.4 Chord force factor, Qf
14.3.5 Effect of chord can length on joint strength
14.3.6 Strength check
14.4 Overlapping joints
14.5 Grouted joints
14.6 Ring stiffened joints
14.7 Other joint types
14.8 Damaged joints
14.9 Non-circular joints
14.10 Cast joints
15 Strength and fatigue resistance of other structural components
15.1 Grouted connections
15.1.1 General
15.1.2 Detailing requirements
15.1.3 Axial force
15.1.4 Reaction force from horizontal shear force and bending moment in piles
15.1.5 Interface transfer stress
15.1.6 Interface transfer strength
15.1.6.1 General
15.1.6.2 Ranges of validity
15.1.6.3 Effect of movements during grout setting
15.1.7 Strength check
15.1.8 Fatigue assessment
15.2 Mechanical connections
15.2.1 Types of mechanical connectors
15.2.2 Design requirements
15.2.2.1 General
15.2.2.2 Static strength requirements
15.2.2.3 Fatigue performance requirements
15.2.2.4 Functional requirements
15.2.3 Actions and forces on the connector
15.2.4 Resistance of the connector
15.2.5 Strength criteria
15.2.6 Fatigue criteria
15.2.7 Stress analysis validation
15.2.7.1 General
15.2.7.2 Strength validation
15.2.7.3 Fatigue validation
15.2.7.4 Functionality validation
15.2.8 Threaded fasteners
15.2.8.1 General
15.2.8.2 Threaded fastener materials and manufacturing
15.2.8.3 Threaded fastener installation
15.2.8.4 Threaded fastener inspection
15.2.8.5 Threaded fastener strength criteria
15.2.8.6 Threaded fastener fatigue criteria
15.2.9 Swaged connections
15.2.9.1 Strength of swaged connections
15.2.9.2 Fatigue performance of swaged connections
15.2.9.3 Material for swaged connections
15.2.9.4 Installation of swaged connections
15.3 Clamps for strengthening and repair
15.3.1 General
15.3.2 Split sleeve clamps
15.3.3 Prestressed clamps
15.3.4 Forces on clamps
15.3.4.1 Mechanism of force transfer
15.3.4.2 Member forces
15.3.4.3 Bolt forces
15.3.5 Clamp design
15.3.5.1 General approach
15.3.5.2 Check of the clamped member
15.3.5.3 Static design of bolts
15.3.5.4 Fatigue design of bolts
15.3.5.5 Interface transfer strength of prestressed clamps
15.3.5.6 Interface transfer strength of split sleeve clamps
15.3.6 General requirements for bolted clamps
15.3.6.1 Mechanical clamps
15.3.6.2 Grouted clamps
15.3.6.3 Lined clamps
15.3.6.4 Corrosion protection
15.3.7 Bolting considerations
16 Fatigue
16.1 General
16.1.1 Applicability
16.1.2 The fatigue process
16.1.3 Fatigue assessment by analysis using S–N data
16.1.4 Fatigue assessment by analysis using fracture mechanics methods
16.1.5 Fatigue assessment by other methods
16.2 General requirements
16.2.1 Applicability
16.2.2 Fatigue crack initiation and crack propagation
16.2.3 Sources of variable stresses causing fatigue
16.2.4 Design service life and fatigue life
16.2.5 The nature of fatigue damage
16.2.6 Characterization of the stress range data governing fatigue
16.2.7 The long-term stress range history
16.2.8 Partial action and resistance factors
16.2.9 Fatigue resistance
16.2.10 Fatigue damage calculation
16.2.11 Weld improvement techniques
16.3 Description of the long-term wave environment
16.3.1 General
16.3.2 Wave scatter diagram
16.3.3 Mean wave directions
16.3.4 Wave frequency spectra
16.3.5 Wave directional spreading function
16.3.6 Periodic waves
16.3.7 Long-term distribution of individual wave heights
16.3.8 Current
16.3.9 Wind
16.3.10 Water depth
16.3.11 Marine growth
16.4 Performing the global stress analyses
16.4.1 General
16.4.2 Actions caused by waves
16.4.3 Quasi-static analyses
16.4.4 Dynamic analyses
16.4.4.1 General
16.4.4.2 Mass
16.4.4.3 Stiffness
16.4.4.4 Damping
16.5 Characterization of the stress range data governing fatigue
16.6 The long-term local stress range history
16.6.1 General
16.6.2 Probabilistic determination using spectral analysis methods
16.6.3 Deterministic determination using individual periodic waves
16.6.4 Approximate determination using simplified methods
16.7 Determining the long-term stress range distribution by spectral analysis
16.7.1 General
16.7.2 Stress transfer functions
16.7.2.1 General
16.7.2.2 Selection of wave frequencies
16.7.2.3 Selection of wave heights
16.7.3 Short-term stress range statistics
16.7.4 Long-term stress range statistics
16.8 Determining the long-term stress range distribution by deterministic analysis
16.8.1 General
16.8.2 Wave height selection
16.8.3 Wave period selection
16.8.4 Long-term stress range distribution
16.9 Determining the long-term stress range distribution by approximate methods
16.10 Geometric stress ranges
16.10.1 General
16.10.2 Stress concentration factors for tubular joints
16.10.2.1 General requirements for the determination of the stress concentration factor
16.10.2.2 Unstiffened tubular joints
16.10.2.3 Internally ring stiffened tubular joints
16.10.2.4 Grouted tubular joints
16.10.2.5 Cast joints
16.10.3 Geometric stress ranges for other fatigue sensitive locations
16.11 Fatigue resistance of the material
16.11.1 Basic S–N curves
16.11.2 High strength steel
16.11.3 Cast joints
16.11.4 Thickness effect
16.12 Fatigue assessment
16.12.1 Cumulative damage and fatigue life
16.12.2 Fatigue damage design factors
16.12.3 Local experience factor
16.13 Other causes of fatigue damage than wave action
16.13.1 General
16.13.2 Vortex induced vibrations
16.13.3 Wind induced vibrations
16.13.4 Transportation
16.13.5 Installation
16.13.6 Risers
16.14 Further design considerations
16.14.1 General
16.14.2 Conductors, caissons and risers
16.14.3 Miscellaneous non-load carrying attachments
16.14.4 Miscellaneous load carrying attachments
16.14.5 Conical transitions
16.14.6 Members in the splash zone
16.14.7 Topsides structure
16.14.8 Inspection strategy
16.15 Fracture mechanics methods
16.15.1 General
16.15.2 Fracture assessment
16.15.3 Fatigue crack growth law
16.15.4 Stress intensity factors
16.15.5 Fatigue stress ranges
16.15.6 Castings
16.16 Fatigue performance improvement of existing components
17 Foundation design
17.1 General
17.2 Design of pile foundations
17.3 Pile wall thickness
17.3.1 General
17.3.2 Pile stresses
17.3.3 Pile design checks
17.3.4 Check for design situation due to weight of hammer during hammer placement
17.3.5 Stresses during driving
17.3.6 Minimum wall thickness
17.3.7 Allowance for underdrive and overdrive
17.3.8 Driving shoe
17.3.9 Driving head
17.4 Length of pile sections
17.5 Shallow foundations
17.5.1 General
17.5.2 Stability of shallow foundations
18 Corrosion control
18.1 General
18.2 Corrosion zones and environmental parameters affecting corrosivity
18.3 Forms of corrosion, associated corrosion rates and corrosion damage
18.4 Design of corrosion control
18.4.1 General
18.4.2 Considerations in design of corrosion control
18.4.3 Coatings, linings and wrappings
18.4.4 Cathodic protection
18.4.4.1 Cathodic protection systems
18.4.4.2 Galvanic anode systems
18.4.4.3 Impressed current systems
18.4.5 Corrosion resistant materials
18.4.6 Corrosion allowance
18.5 Fabrication and installation of corrosion control
18.5.1 General
18.5.2 Coatings and linings
18.5.3 Cathodic protection
18.5.4 Corrosion resistant materials
18.6 In-service inspection, monitoring and maintenance of corrosion control
18.6.1 General
18.6.2 Coatings and linings
18.6.3 Cathodic protection
18.6.4 Corrosion resistant materials
19 Materials
19.1 General
19.2 Lowest anticipated service temperature
19.3 Chemical composition
19.3.1 General
19.3.2 Carbon equivalent
19.3.3 Modified carbon equivalent
19.4 Strength, toughness and other considerations
19.4.1 Yield strength
19.4.2 Toughness
19.4.3 Other considerations
19.5 Material category approach
19.5.1 Steel selection philosophy
19.5.2 Material characterization
19.5.3 Material selection criteria
19.5.3.1 Yield strength requirements
19.5.3.2 Structure exposure level
19.5.3.3 Component criticality
19.5.4 Selection process
19.5.5 Steel strength groups
19.5.6 Toughness class
19.5.7 Applicable steels
19.6 Design class approach
19.6.1 General
19.6.2 DC component classification
19.6.3 Materials
19.6.3.1 Steel selection
19.6.3.2 SQL
19.6.4 Applicable steels
19.7 Cement grout
19.7.1 Grout materials
19.7.2 Onshore grout trial
19.7.3 Offshore grout trial
19.7.4 Offshore quality control
20 Welding, weld inspection and fabrication
20.1 General
20.2 Welding
20.2.1 Selected generic welding and fabrication standards
20.2.2 Weld metal and HAZ properties
20.2.2.1 General
20.2.2.2 Material category (MC) toughness
20.2.2.3 Design class (DC) toughness
20.2.2.4 Charpy V-notch toughness
20.2.2.4.1 Testing
20.2.2.4.2 Additional essential variables
20.2.2.5 CTOD toughness
20.2.2.5.1 General
20.2.2.5.2 Pre-production and production qualification
20.2.2.5.3 CTOD fracture toughness requirements
20.2.2.5.4 Additional essential variables
20.2.2.5.5 Qualification range
20.2.2.5.6 Documentation and results
20.2.2.6 Vicker’s Hardness testing
20.2.2.7 Other mechanical tests
20.2.2.8 NDT of qualification welds
20.2.3 Tubular T-, Y- and K-joints
20.3 Inspection
20.4 Fabrication
20.4.1 General
20.4.2 Weld requirements
20.4.2.1 Splice welds
20.4.2.2 Weld proximity
20.4.2.3 Fabrication aids
20.4.3 Forming
20.4.4 Fabrication tolerances
20.4.5 Grouted connections
20.4.5.1 Preparation
20.4.5.2 Grouting operations
21 Quality control, quality assurance and documentation
21.1 General
21.2 Quality management system
21.3 Quality control plan
21.3.1 General
21.3.2 Inspector qualifications
21.3.3 NDT personnel qualifications
21.3.4 Inspection of materials
21.3.5 Inspection of fabrication
21.3.6 Inspection of welding
21.4 Documentation
21.4.1 General
21.4.2 Calculations
21.4.3 Weight and centre of gravity reports
21.4.4 Fabrication inspection documentation
21.5 Drawings and specifications
22 Loadout, transportation and installation
22.1 General
22.1.1 Planning
22.1.2 Records and documentation
22.1.3 Actions and required resistance
22.1.4 Temporary bracing and rigging
22.2 Loadout and transportation
22.2.1 General
22.2.2 Loadout
22.2.3 Cargo and launch vessels
22.2.3.1 General
22.2.3.2 Vessel strength and stability
22.2.3.3 Sea fastenings
22.2.4 Towing vessels
22.2.5 Actions on the platform components
22.2.6 Buoyancy and flooding systems
22.2.6.1 General
22.2.6.2 Flooding controls
22.2.6.3 Model tests and analysis
22.3 Transfer of the structure from the transport vessel into the water
22.3.1 General
22.3.2 Lifting operations
22.3.3 Launching
22.3.3.1 General
22.3.3.2 Launch barge
22.3.3.3 Actions on the structure
22.3.3.4 Flotation
22.4 Placement on the sea floor and assembly of the structure
22.4.1 General
22.4.2 Safety of navigation
22.4.3 Stationkeeping
22.4.4 Positioning of the structure
22.4.4.1 General
22.4.4.2 Upending
22.4.4.3 Levelling of the structure
22.4.4.4 On-bottom weight
22.5 Pile installation
22.5.1 General
22.5.2 Stabbing guides
22.5.3 Lifting methods
22.5.4 Field welds
22.5.5 Driveability studies
22.5.6 Drilled and grouted piles
22.5.7 Grouting pile-to-sleeve connections and grouted repairs
22.5.8 Pile installation records
22.6 Installation of conductors
22.7 Topsides installation
22.7.1 General
22.7.2 Alignment and tolerances
22.7.3 Securing topsides
22.8 Grounding of installation welding equipment
22.8.1 General
22.8.2 Welding equipment
22.8.3 Monitoring remote ground efficiency
Annex A
A.1 Scope
A.2 Normative references
A.3 Terms and definitions
A.4 Symbols
A.5 Abbreviated terms
A.6 Overall considerations
A.6.1 Types of fixed steel offshore structure
A.6.2 Planning
A.6.3 Service and operational considerations
A.6.3.1 General considerations
A.6.3.2 Water depth
A.6.3.3 Structural configuration
A.6.3.3.1 General
A.6.3.3.2 Deck elevation and air gap
A.6.3.3.3 Topsides reactions
A.6.3.4 Access and auxiliary systems
A.6.4 Safety considerations
A.6.5 Environmental considerations
A.6.5.1 General
A.6.5.2 Selecting design metocean parameters and action factors
A.6.6 Exposure levels
A.6.6.1 General
A.6.6.2 Life-safety categories
A.6.6.3 Consequence categories
A.6.7 Assessment of existing structures
A.6.8 Structure reuse
A.7 General design requirements
A.7.1 General
A.7.2 Material properties for steel
A.7.3 Incorporating limit states
A.7.4 Determining design situations
A.7.5 Structural modelling and analysis
A.7.6 Design for pre-service and removal situations
A.7.7 Design for the in-place situation
A.7.8 Determination of component resistances
A.7.8.1 General
A.7.8.2 Physical testing to derive resistances
A.7.8.3 Resistances derived from computer simulations validated by physical testing
A.7.8.4 Resistances derived from computer simulations validated against design formulae
A.7.8.5 Resistances derived from unvalidated computer simulations
A.7.9 Strength and stability checks
A.7.10 Robustness
A.7.11 Reserve strength
A.7.11.1 New structures
A.7.11.1.1 Sources of reserve strength
A.7.11.1.2 Alternative to RSR
A.7.11.1.3 Metocean partial action factor for non-redundant structures
A.7.11.2 Existing structures
A.7.12 Indirect actions
A.7.13 Structural reliability analysis
A.8 Actions for pre-service and removal situations
A.8.1 General
A.8.1.1 Coverage
A.8.1.2 Design situations
A.8.1.3 Actions
A.8.2 General requirements
A.8.2.1 Weight control
A.8.2.2 Dynamic effects
A.8.2.3 Action effects
A.8.3 Onshore lifting
A.8.3.1 General
A.8.3.2 Dynamic effects
A.8.3.3 Effect of tolerances
A.8.3.4 Multi-crane lift
A.8.3.5 Local factor
A.8.3.6 Member and joint strengths
A.8.3.7 Lifting attachments
A.8.3.8 Slings, shackles and fittings
A.8.4 Fabrication
A.8.5 Loadout
A.8.5.1 Direct lift
A.8.5.2 Horizontal movement onto vessel
A.8.5.3 Self-floating structures
A.8.6 Transportation
A.8.6.1 General
A.8.6.2 Metocean conditions
A.8.6.3 Determination of actions
A.8.6.4 Other considerations
A.8.7 Installation
A.8.7.1 Lifted structures
A.8.7.2 Launched structures
A.8.7.3 Crane assisted uprighting of structures
A.8.7.4 Submergence pressures
A.8.7.5 Member flooding
A.8.7.6 Actions on the foundation during installation
A.8.7.6.1 General
A.8.7.6.2 Determination of actions
A.9 Actions for in-place situations
A.9.1 General
A.9.2 Permanent actions (G) and variable actions (Q)
A.9.2.1 Permanent action 1, G1
A.9.2.2 Permanent action 2, G2
A.9.2.3 Variable action 1, Q1
A.9.2.4 Variable action 2, Q2
A.9.2.5 Unintentional flooding
A.9.2.6 Position and range of permanent and variable actions
A.9.2.7 Carry down factors
A.9.2.8 Representation of actions from topsides
A.9.2.9 Weight control
A.9.3 Extreme metocean actions
A.9.4 Extreme quasi-static action due to wind, waves and current (Ee)
A.9.4.1 Procedure for determining Ee
A.9.4.2 Direction of extreme wind, waves and current
A.9.4.3 Extreme global actions
A.9.4.4 Extreme local actions and action effects
A.9.4.5 Vortex induced vibrations (VIV)
A.9.5 Extreme quasi-static action caused by waves only (Ewe) or by waves and currents (Ewce)
A.9.5.1 Procedure for determining Ewe and Ewce
A.9.5.2 Models for hydrodynamic actions
A.9.5.2.1 Morison’s equation
A.9.5.2.2 Marine growth
A.9.5.2.3 Drag and inertia coefficients
A.9.5.2.3.1 General
A.9.5.2.3.2 Surface roughness
A.9.5.2.3.3 Reynolds number
A.9.5.2.3.4 Keulegan Carpenter number
A.9.5.2.3.5 Current/wave velocity ratio
A.9.5.2.3.6 Member orientation
A.9.5.2.4 Current blockage
A.9.5.2.5 Conductor shielding factor
A.9.5.3 Hydrodynamic models for appurtenances
A.9.6 Actions caused by current
A.9.7 Actions caused by wind
A.9.7.1 General
A.9.7.2 Determining actions caused by wind
A.9.7.3 Wind actions determined from models
A.9.8 Equivalent quasi-static action representing dynamic response caused by extreme wave conditions
A.9.8.1 General
A.9.8.2 Equivalent quasi-static action (De) representing the dynamic response
A.9.8.3 Global dynamic analysis in waves
A.9.8.3.1 General
A.9.8.3.2 Dynamic analysis methods
A.9.8.3.3 Design sea state
A.9.8.3.4 Hydrodynamic action on a member
A.9.8.3.5 Mass
A.9.8.3.6 Damping
A.9.8.3.7 Stiffness
A.9.9 Factored actions
A.9.9.1 General
A.9.9.2 Factored permanent and variable actions
A.9.9.3 Factored extreme metocean actions
A.9.9.3.1 Component-based partial factors
A.9.9.3.2 System-based partial factors
A.9.9.3.3 Examples of RSR and partial action factor determinations
A.9.9.3.4 Partial action factor γf,D
A.9.10 Design situations
A.9.10.1 General considerations on the ultimate limit state
A.9.10.2 Demonstrating sufficient RSR under metocean actions
A.9.10.3 Partial factor design format
A.9.10.3.1 General
A.9.10.3.2 Design actions for in-place situations
A.9.10.3.2.1 Design actions for operating situations
A.9.10.3.2.2 Design actions for extreme conditions when the action effects oppose
A.9.11 Local hydrodynamic actions
A.10 Accidental and abnormal situations
A.10.1 General
A.10.2 Vessel collisions
A.10.2.1 General
A.10.2.2 Collision events
A.10.2.3 Collision process
A.10.3 Dropped objects
A.10.4 Fires and explosions
A.10.5 Abnormal environmental actions
A.10.6 Assessment of structures following damage
A.11 Seismic design considerations
A.11.1 General
A.11.2 Seismic design procedure
A.11.3 Seismic reserve capacity factor
A.11.4 Recommendations for ductile design
A.11.5 ELE requirements
A.11.6 ALE requirements
A.11.6.1 General
A.11.6.2 ALE structural and foundation modelling
A.11.6.3 Non-linear static pushover analysis
A.11.6.4 Time-history analysis
A.12 Structural modelling and analysis
A.12.1 Purpose of analysis
A.12.2 Analysis principles
A.12.2.1 Extent of analysis
A.12.2.2 Calculation methods
A.12.3 Modelling
A.12.3.1 General
A.12.3.2 Level of accuracy
A.12.3.3 Geometrical definition for framed structures
A.12.3.3.1 General
A.12.3.3.2 Member modelling
A.12.3.3.3 Joint modelling
A.12.3.4 Modelling of material properties
A.12.3.5 Topsides structure modelling
A.12.3.6 Appurtenances
A.12.3.7 Soil-structure interaction
A.12.3.7.1 General
A.12.3.7.2 Pile groups
A.12.3.7.3 Pile connectivity
A.12.3.7.4 Conductor modelling
A.12.3.7.5 Conductor connectivity
A.12.3.8 Other support conditions
A.12.3.9 Local analysis structural models
A.12.3.10 Actions
A.12.3.11 Mass simulation
A.12.3.12 Damping
A.12.4 Analysis requirements
A.12.4.1 General
A.12.4.2 Fabrication
A.12.4.3 Other pre-service and removal situations
A.12.4.4 In-place situations
A.12.4.4.1 General
A.12.4.4.2 Extreme metocean conditions
A.12.4.4.3 Accidental situations
A.12.4.4.4 Seismic events
A.12.4.4.5 Fatigue analysis
A.12.4.4.6 Analysis for reserve strength
A.12.4.4.6.1 Analytical software
A.12.4.4.6.2 Structural failure modes
A.12.5 Types of analysis
A.12.5.1 Natural frequency analysis
A.12.5.2 Dynamically responding structures
A.12.5.3 Static and quasi-static linear analysis
A.12.5.4 Static ultimate strength analysis
A.12.5.5 Dynamic linear analysis
A.12.5.6 Dynamic ultimate strength analysis
A.12.6 Non-linear analysis
A.12.6.1 General
A.12.6.2 Geometry modelling
A.12.6.3 Component strength
A.12.6.4 Models for member strength
A.12.6.5 Models for joint strength
A.12.6.6 Ductility limits
A.12.6.7 Yield strength of structural steel
A.12.6.8 Models for foundation strength
A.12.6.9 Investigating non-linear behaviour
A.13 Strength of tubular members
A.13.1 General
A.13.2 Tubular members subjected to tension, compression, bending, shear, torsion or hydrostatic pressure
A.13.2.1 General
A.13.2.1.1 Test data selection
A.13.2.1.2 Partial resistance factors
A.13.2.2 Axial tension
A.13.2.3 Axial compression
A.13.2.3.1 General
A.13.2.3.2 Column buckling
A.13.2.3.3 Local buckling
A.13.2.4 Bending
A.13.2.5 Shear
A.13.2.5.1 Beam shear
A.13.2.5.2 Torsional shear
A.13.2.5.3 Combined beam and torsional shear
A.13.2.6 Hydrostatic pressure
A.13.2.6.1 Calculation of hydrostatic pressure
A.13.2.6.2 Hoop buckling
A.13.2.6.3 Ring stiffener design
A.13.3 Tubular members subjected to combined forces without hydrostatic pressure
A.13.3.1 General
A.13.3.2 Axial tension and bending
A.13.3.3 Axial compression and bending
A.13.3.4 Axial tension or compression, bending, shear and torsion
A.13.3.5 Piles
A.13.4 Tubular members subjected to combined forces with hydrostatic pressure
A.13.4.1 General
A.13.4.2 Axial tension, bending and hydrostatic pressure
A.13.4.3 Axial compression, bending and hydrostatic pressure
A.13.4.4 Axial tension or compression, bending, hydrostatic pressure, shear and torsion
A.13.5 Effective lengths and moment reduction factors
A.13.6 Conical transitions
A.13.6.1 General
A.13.6.2 Design stresses
A.13.6.2.1 Equivalent axial stress in conical transitions
A.13.6.2.2 Local stresses at unstiffened junctions
A.13.6.3 Strength requirements without external hydrostatic pressure
A.13.6.3.1 General
A.13.6.3.2 Local buckling within conical transition
A.13.6.3.3 Junction yielding
A.13.6.3.4 Junction buckling
A.13.6.3.5 A.13.6.3.5 Junction fatigue
A.13.6.4 Strength requirement with external hydrostatic pressure
A.13.6.4.1 Hoop buckling
A.13.6.4.2 Junction yielding and buckling
A.13.6.5 Ring design
A.13.7 Dented tubular members
A.13.7.1 General
A.13.7.2 Dented tubular members subjected to tension, compression, bending or shear
A.13.7.2.1 General
A.13.7.2.2 Axial tension
A.13.7.2.3 Axial compression
A.13.7.2.4 Bending
A.13.7.2.5 Shear
A.13.7.3 Dented tubular members subjected to combined forces
A.13.7.3.1 Axial tension and bending
A.13.7.3.2 Axial compression and bending
A.13.8 Corroded tubular members
A.13.9 Grouted tubular members
A.13.9.1 General
A.13.9.2 Grouted tubular members subjected to tension, compression or bending
A.13.9.2.1 General
A.13.9.2.2 Axial tension
A.13.9.2.3 Axial compression
A.13.9.2.4 Bending
A.13.9.3 Grouted tubular members subjected to combined forces
A.13.9.3.1 Axial tension and bending
A.13.9.3.2 Axial compression and bending
A.14 Strength of tubular joints
A.14.1 General
A.14.2 Design considerations
A.14.2.1 Materials
A.14.2.2 Design forces and joint flexibility
A.14.2.3 Minimum joint strength
A.14.2.4 Weld strength
A.14.2.5 Joint classification
A.14.2.6 Detailing practice
A.14.3 Simple tubular joints
A.14.3.1 General
A.14.3.1.1 Parameter ranges
A.14.3.1.2 Historical background
A.14.3.1.2.1 Early work
A.14.3.1.2.2 Database for ISO 19902:2007tubular joints formulae
A.14.3.1.2.3 Data range for chord diameter
A.14.3.1.2.4 K-joint gap
A.14.3.1.2.5 Data range for other dimensions
A.14.3.1.2.6 Data range for material properties
A.14.3.1.2.7 Utilization of chord and brace
A.14.3.1.2.8 Database summary
A.14.3.1.2.9 Recent advances
A.14.3.2 Basic joint strength
A.14.3.2.1 General
A.14.3.2.2 Calibration of partial resistance factor
A.14.3.3 Strength factor, Qu
A.14.3.4 Chord force factor, Qf
A.14.3.5 Effect of chord can length on joint strength
A.14.3.6 Strength check
A.14.4 Overlapping joints
A.14.5 Grouted joints
A.14.6 Ring stiffened joints
A.14.7 Other joint types
A.14.8 Damaged joints
A.14.9 Non-circular joints
A.14.10 Cast joints
A.15 Strength and fatigue resistance of other structural components
A.15.1 Grouted connections
A.15.1.1 General
A.15.1.2 Detailing requirements
A.15.1.3 Axial force
A.15.1.4 Reaction force from horizontal shear and bending moment in piles
A.15.1.5 Interface transfer stress
A.15.1.6 Interface transfer strength
A.15.1.6.1 General
A.15.1.6.2 Ranges of validity
A.15.1.6.3 Effect of movements during grout setting
A.15.1.7 Strength check
A.15.1.8 Fatigue assessment
A.15.2 Mechanical connections
A.15.2.1 Types of mechanical connectors
A.15.2.2 Design requirements
A.15.2.2.1 General
A.15.2.2.2 Static strength requirements
A.15.2.2.3 Fatigue performance requirements
A.15.2.2.4 Functional requirements
A.15.2.3 Actions and forces on the connector
A.15.2.4 Resistance of the connector
A.15.2.5 Strength criteria
A.15.2.5.1 General
A.15.2.5.2 Linearization and Mises-Hencky stresses
A.15.2.5.3 Primary stress criteria
A.15.2.5.4 Primary plus secondary stress criteria
A.15.2.5.5 Shear stress criteria
A.15.2.5.6 Bearing stress criteria
A.15.2.6 Fatigue criteria
A.15.2.6.1 General
A.15.2.6.2 Initiation life method
A.15.2.7 Stress analysis validation
A.15.2.8 Threaded fasteners
A.15.2.8.1 General
A.15.2.8.2 Threaded fastener materials and manufacturing
A.15.2.8.3 Threaded fastener installation
A.15.2.8.4 Threaded fastener inspection
A.15.2.8.5 Threaded fastener strength criteria
A.15.2.8.6 Threaded fasteners fatigue criteria
A.15.2.9 Swaged connections
A.15.3 Clamps for strengthening and repair
A.15.3.1 General
A.15.3.2 Split-sleeve clamps
A.15.3.3 Prestressed clamps
A.15.3.4 Forces on clamps
A.15.3.4.1 Mechanism of force transfer
A.15.3.4.2 Member forces
A.15.3.4.3 Bolt forces
A.15.3.4.3.1 General
A.15.3.4.3.2 End-to-end connection clamps
A.15.3.4.3.3 Addition-of-member clamps
A.15.3.4.3.4 Clamps on tubular joints
A.15.3.5 Clamp design
A.15.3.5.1 General approach
A.15.3.5.2 Check of the clamped member
A.15.3.5.3 Static design of bolts
A.15.3.5.4 Fatigue design of bolts
A.15.3.5.5 Interface transfer strength of prestressed clamps
A.15.3.5.6 Interface transfer strength of split sleeve clamps
A.15.3.6 General requirements for bolted clamps
A.15.3.6.1 Mechanical clamps
A.15.3.6.2 Grouted clamps
A.15.3.6.3 Lined clamps
A.15.3.6.4 Corrosion protection
A.15.3.7 Bolting considerations
A.16 Fatigue
A.16.1 General
A.16.1.1 Applicability
A.16.1.2 The fatigue process
A.16.1.3 Fatigue assessment by analysis using S–N data
A.16.1.4 Fatigue assessment by analysis using fracture mechanics methods
A.16.1.5 Fatigue assessment by other methods
A.16.2 General requirements
A.16.3 Description of the long-term wave environment
A.16.3.1 General
A.16.3.2 Wave scatter diagram
A.16.3.3 Mean wave directions
A.16.3.4 Wave frequency spectra
A.16.3.5 Wave directional spreading function
A.16.3.6 Periodic waves
A.16.3.7 Long-term distribution of individual wave heights
A.16.3.8 Current
A.16.3.9 Wind
A.16.3.10 Water depth
A.16.3.11 Marine growth
A.16.4 Performing the global stress analyses
A.16.4.1 General
A.16.4.2 Actions caused by waves
A.16.4.3 Quasi-static analyses
A.16.4.4 Dynamic analyses
A.16.4.4.1 General
A.16.4.4.2 Mass
A.16.4.4.3 Stiffness
A.16.4.4.4 Damping
A.16.5 Characterization of the stress range data governing fatigue
A.16.6 The long-term local stress range history
A.16.7 Determining the long-term stress range distribution by spectral analysis
A.16.7.1 General
A.16.7.2 Stress transfer functions
A.16.7.2.1 General
A.16.7.2.2 Selection of wave frequencies
A.16.7.2.3 Selection of wave heights
A.16.7.2.3.1 Determination of wave height
A.16.7.2.3.2 Derivation of the sea state at the centre of the fatigue damage scatter diagram
A.16.7.3 Short-term stress range statistics
A.16.7.4 Long-term stress range statistics
A.16.8 Determining the long-term stress range distribution by deterministic analysis
A.16.8.1 General
A.16.8.2 Wave height selection
A.16.8.3 Wave period selection
A.16.8.4 Long-term stress range distribution
A.16.9 Determining the long-term stress range distribution by approximate methods
A.16.9.1 The Weibull distribution of long-term stress ranges
A.16.9.2 Determination of the distribution parameters
A.16.9.2.1 General
A.16.9.2.2 Determination of the total number of stress range cycles
A.16.9.2.3 Determination of point S*i,ref, Nref
A.16.9.2.4 Fatigue assessment
A.16.10 Geometric stress ranges
A.16.10.1 General
A.16.10.2 Stress concentration factors for tubular joints
A.16.10.2.1 General requirements for determination of stress concentration factor
A.16.10.2.1.1 Definition of stress concentration factor
A.16.10.2.1.2 Deriving SCFs
A.16.10.2.1.3 Joint classification
A.16.10.2.1.4 Evaluation of GSRs
A.16.10.2.1.5 Effect of nominal chord stress σC,c(t)
A.16.10.2.2 Unstiffened tubular joints
A.16.10.2.2.1 Review of SCF formulae
A.16.10.2.2.2 The Efthymiou formulae
A.16.10.2.2.3 Guidance on reducing the SCF
A.16.10.2.2.4 Influence functions
A.16.10.2.2.5 Tubular joints welded from one side
A.16.10.2.2.6 Tubular thickness transitions
A.16.10.2.3 Internally ring stiffened tubular joints
A.16.10.2.4 Grouted tubular joints
A.16.10.2.5 Cast joints
A.16.10.3 Geometric stress ranges at other fatigue-sensitive locations
A.16.11 Fatigue resistance of the material
A.16.11.1 Basic S-N curves
A.16.11.2 High strength steels
A.16.11.3 Cast joints
A.16.11.4 Thickness effect
A.16.12 Fatigue assessment
A.16.12.1 Cumulative damage and fatigue life
A.16.12.2 Fatigue damage design factors
A.16.12.3 Local experience factor
A.16.13 Other causes of fatigue damage than wave action
A.16.13.1 General
A.16.13.2 Vortex induced vibrations
A.16.13.3 Wind induced vibrations
A.16.13.4 Transportation
A.16.13.5 Installation
A.16.13.6 Risers
A.16.14 Further design considerations
A.16.14.1 General
A.16.14.2 Conductors, caissons and risers
A.16.14.3 Miscellaneous non-load carrying attachments
A.16.14.4 Miscellaneous load carrying attachments
A.16.14.5 Conical transitions
A.16.14.6 Members in the splash zone
A.16.14.7 Topsides structure
A.16.14.8 Inspection strategy
A.16.15 Fracture mechanics methods
A.16.15.1 General
A.16.15.2 Fracture assessment
A.16.15.3 Fatigue crack growth law
A.16.15.4 Stress intensity factors
A.16.15.5 Fatigue stress ranges
A.16.15.6 Castings
A.16.16 Fatigue performance improvement of existing components
A.16.16.1 General
A.16.16.2 Post-weld heat treatment
A.16.16.3 Weld profiling
A.16.16.4 Weld toe grinding of tubular joint welds
A.16.16.5 Grinding of butt welds
A.16.16.6 Hammer peening
A.17 Foundation design
A.17.1 General
A.17.2 Design of pile foundations
A.17.3 Pile wall thickness
A.17.3.1 General
A.17.3.2 Pile stresses
A.17.3.3 Pile design checks
A.17.3.4 Check for design situation due to weight of hammer during hammer placement
A.17.3.5 Stresses during driving
A.17.3.6 Minimum wall thickness
A.17.3.7 Allowance for underdrive and overdrive
A.17.3.8 Driving shoe
A.17.3.9 Driving head
A.17.4 Length of pile sections
A.17.5 Shallow foundations
A.18 Corrosion control
A.19 Materials
A.19.1 General
A.19.2 Lowest anticipated service temperature
A.19.3 Chemical composition
A.19.4 Strength, toughness and other considerations
A.19.4.1 Yield strength
A.19.4.2 Toughness
A.19.4.3 Other considerations
A.19.5 Material category approach
A.19.5.1 Steel selection philosophy
A.19.5.2 Material characterisation
A.19.5.3 Material selection criteria
A.19.5.3.1 Yield strength requirements
A.19.5.3.2 Structure exposure level
A.19.5.3.3 Component criticality
A.19.5.4 Selection process
A.19.5.5 Steel strength groups
A.19.5.5.1 General
A.19.5.5.2 Group I steels
A.19.5.5.3 Group II steels
A.19.5.5.4 Group III steels
A.19.5.5.5 Group IV steels
A.19.5.5.6 Group V steels
A.19.5.6 Toughness class
A.19.5.7 Applicable steels
A.19.6 Design class approach
A.19.6.1 General
A.19.6.2 DC component classification
A.19.6.3 Materials
A.19.6.3.1 Steel selection
A.19.6.3.2 SQL
A.19.6.4 Applicable steels
A.19.7 Cement grout
A.19.7.1 Grout materials
A.19.7.2 Onshore grout trial
A.19.7.3 Offshore grout trial
A.19.7.4 Offshore quality control
A.20 Welding, weld inspection and fabrication
A.20.1 General
A.20.2 Welding
A.20.2.1 Selected generic welding and fabrication standards
A.20.2.2 Weld metal and HAZ properties
A.20.2.2.1 General
A.20.2.2.2 Material category (MC) toughness
A.20.2.2.3 Design class (DC) toughness
A.20.2.2.4 Charpy V-notch (CVN) toughness
A.20.2.2.5 CTOD toughness
A.20.2.2.6 Vicker’s Hardness testing
A.20.2.2.7 Other mechanical tests
A.20.2.2.8 NDT of qualification welds
A.20.2.3 Tubular T- ,Y- and K-joints
A.20.2.3.1 General
A.20.2.3.2 Welder qualification
A.20.2.3.3 Production weld joint details
A.20.3 Inspection
A.20.4 Fabrication
A.21 Quality assurance, quality control and documentation
A.21.1 General
A.21.2 Quality management system
A.21.3 Quality control plan
A.21.3.1 General
A.21.3.2 Inspector qualifications
A.21.3.3 NDT personnel qualifications
A.21.3.4 Inspection of materials
A.21.3.5 Inspection of fabrication
A.21.3.6 Inspection of welding
A.21.4 Documentation
A.21.4.1 General
A.21.4.2 Calculations
A.21.4.3 Weight and centre of gravity reports
A.21.4.4 Fabrication inspection documentation
A.21.5 Drawings and specifications
A.21.5.1 General
A.21.5.2 Conceptual drawings
A.21.5.3 Bid drawings and specifications
A.21.5.4 Design drawings and specifications
A.21.5.5 Fabrication drawings and specifications
A.21.5.6 Shop drawings
A.21.5.7 Installation drawings and specifications
A.21.5.8 As-built drawings and specifications
A.22 Loadout, transportation and installation
A.22.1 General
A.22.2 Loadout and transportation
A.22.3 Transfer of the structure from the transport vessel into the water
A.22.4 Placement on the sea floor and assembly of the structure
A.22.5 Pile installation
A.22.6 Installation of conductors
A.22.7 Topsides installation
A.22.8 Grounding of installation welding equipment
Annex B
B.1 Testing procedure requirements
B.2 Test-assembly welding
B.3 Number and location of CTOD specimens
B.4 Specimen preparation
B.5 Pre-compression
B.6 Sectioning
Annex C
C.1 Selection of material category (MC)
C.2 Strength group
C.3 Selection of toughness class
C.4 Specific steel selection
Annex D
D.1 General
D.2 Steel selection
D.3 Specific requirements for LAST < –10 °C
D.3.1 General
D.3.2 CVN test temperature
D.3.3 CTOD test temperature
Annex E
E.1 General
E.2 Weld toughness
E.2.1 Weld metal toughness
E.2.2 HAZ toughness
E.3 Inspection
Annex F
F.1 General
F.2 Toughness of weld and heat affected zone (HAZ)
F.2.1 Charpy impact test requirements
F.2.2 CTOD testing
F.3 Allocation to inspection category
F.4 Minimum extent of NDT
F.5 Example of selection of DC, SQL and inspection categories
Annex G
G.1 General
G.2 Measurements
G.3 Launch rails
G.4 Global horizontal tolerances
G.5 Global vertical tolerances
G.6 Roundness of tubular members
G.7 Circumference of tubular members
G.8 Straightness and circumferential weld locations of tubular members
G.9 Joint mismatch for tubular members
G.10 Leg alignment and straightness tolerances
G.11 Tubular joint tolerances
G.12 Cruciform joints
G.13 Stiffener tolerances
G.13.1 Stiffener location
G.13.2 Stiffener cross-section
G.14 Conductor, pile guide, pile sleeve and appurtenance support tolerances
Annex H
H.1 General
H.2 North West Europe
H.2.1 Description of region
H.2.2 Regulatory framework in North West Europe
H.2.2.1 General
H.2.2.2 UK regulatory framework
H.2.2.3 Norwegian regulatory framework
H.2.2.4 Danish regulatory framework
H.2.2.5 Dutch regulatory framework
H.2.3 Technical information for North West Europe
H.2.3.1 Minimum RSR
H.2.3.2 Partial action factor
H.3 Canada
H.3.1 Description of region
H.3.2 Regulatory framework in Canada
H.3.3 Technical information for Canada
H.3.3.1 Partial action factors
H.3.3.2 Materials – DC approach – SQL V
H.3.3.3 Welding
H.3.3.3.1 DC approach
H.3.3.3.2 Welding standard
H.3.3.3.3 Fabrication contractor, inspection contractor, and personnel qualifications
Bibliography
Cited references in this standard
Please select a variation to view its description.
| Published | 13/05/2022 |
|---|---|
| Pages | 554 |
Please select a variation to view its pdf.
