hsd 0 ge s db 001 (structural bod) c01

Ref. HSD-FORM-012 Rev.R1 Issued by 05/05/2011

THANG LONG JOINT OPERATING COMPANY Level 9 Kumho Asiana Plaza – 39 Le Duan Street, District 1, Ho Chi

Minh City, VietNam Tel:84 8 3823 0234 Fax: 84 8 3823 0235

PETROVIETNAM ENGINEERING CONSULTANCY

JOINT STOCK COMPANY Head Office: 8th Floor, C.T.Plaza, 60A Truong Son, Ward 2, Tan Binh

District, Ho Chi Minh City Tel:84 8 6297 1767 Fax: 84 8 6297 1770

PROJECT BLOCK 15-2/01 HAI SU TRANG (HST) FULL FIELD DEVELOPMENT AND HAI SU

DEN (HSD) EARLY FIELD DEVELOPMENT PROJECT PRELIMINARY ENGINEERING

PROJECT No. 304041

[HSD-0-GE-S-DB-001] No. of Pages: 58 (Including this page)

HSD STRUCTURAL BASIS OF DESIGN

C01 03/06/11 KCM LKM MT AH AB Issued For Client Review

A01 25/05/11 KCM LKM MT AH - Issued For IDC

Rev. Date Prepared Checked Approved PVE TLJOC Description This document and information contained in it is the sole property of PV ENGINEERING and may not exploited, used, copied duplicated or reproduced in any form or medium whatever without the prior permission of PV ENGINEERING

PVE BLOCK 15-2/01 HAI SU TRANG (HST) FULL FIELD DEVELOPMENT

AND HAI SU DEN (HSD) EARLY FIELD DEVELOPMENT PROJECT PRELIMINARY ENGINEERING

TLJOC

Document No.: HSD-0-GE-S-DB-001 HSD STRUCTURAL BASIS OF DESIGN

Date: 03/06/2011

Rev. : C01 of 58

HSD-0-GE-S-DB-001_(STRUCTURAL_BOD)_C01.Doc

REVISION RECORD SHEET

NO. REV NO. CONTENT OF REV. DATE OF

REV.

1 A01 Issued For IDC 25/05/2011

2 C01 Issued for Client Review 03/06/2011



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Table of Contents

1.0 INTRODUCTION ............................................................................................................................ 6

1.1 PROJECT DESCRIPTION .................................................................................................................... 6 1.2 SCOPE OF DOCUMENT ..................................................................................................................... 7 1.3 DEFINITIONS .................................................................................................................................... 7 1.4 ABBREVIATIONS .............................................................................................................................. 7

2.0 CODES, STANDARDS AND REFERENCES ............................................................................... 9

2.1 CODES AND STANDARDS ................................................................................................................. 9 2.1.1 American Institute of Steel Construction (AISC) ................................................................. 9 2.1.2 American Petroleum Institute (API) ..................................................................................... 9 2.1.3 American Welding Society (AWS) ......................................................................................... 9 2.1.4 British Standard (BS) ............................................................................................................ 9 2.1.5 Civil Aviation Authority (CAA) ............................................................................................. 9 2.1.6 Det Norske Veritas (DNV) ..................................................................................................... 9 2.1.7 Noble Denton (ND) ...............................................................................................................10 2.1.8 Health and Safety Executive (HSE) .....................................................................................10 2.1.9 International Civil Aviation Organization (ICAO) ..............................................................10

2.2 PRINCIPAL DESIGN OBJECTIVES .....................................................................................................10 2.3 UNITS .............................................................................................................................................11 2.4 DIMENSIONAL REFERENCES ...........................................................................................................11 2.5 NOMENCLATURE AND ABBREVIATIONS .........................................................................................11 2.6 SOFTWARE .....................................................................................................................................11 2.7 DESIGN REPORT .............................................................................................................................11

2.7.1 Certification ..........................................................................................................................11 2.7.2 Drawings ...............................................................................................................................12

3.0 BASIC DESIGN REQUIREMENTS .............................................................................................13

3.1 GENERAL ........................................................................................................................................13 3.2 SERVICE LIFE .................................................................................................................................13 3.3 TEMPORARY CONDITIONS ..............................................................................................................13 3.4 AIR GAP .........................................................................................................................................13 3.5 GENERAL SITE DATA .....................................................................................................................13

3.5.1 Platform Orientation ............................................................................................................13 3.5.2 Reference Level .....................................................................................................................13 3.5.3 Water Depth ..........................................................................................................................13 3.5.4 Astronomical Tide Levels .....................................................................................................14 3.5.5 Storm Surge ..........................................................................................................................14

3.6 GENERAL DESIGN REQUIREMENTS .................................................................................................14 3.6.1 Geometrical Constraints .......................................................................................................14 3.6.2 Corrosion Allowance ............................................................................................................14 3.6.3 Cathodic Protection ..............................................................................................................15 3.6.4 Docking Design for Jacket Installation ...............................................................................15 3.6.5 Painting .................................................................................................................................15 3.6.6 Structural Detailing ..............................................................................................................15 3.6.7 Fabrication ............................................................................................................................15

4.0 STRUCTURAL DESIGN ...............................................................................................................16

4.1 MEMBER DESIGN ...........................................................................................................................16 4.1.1 General ..................................................................................................................................16 4.1.2 Wave Slam .............................................................................................................................16



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4.1.3 Hydrostatic Check .................................................................................................................17 4.2 JOINT DESIGN .................................................................................................................................17

4.2.1 Tubular Joints .......................................................................................................................17 4.2.2 Non-Tubular Joints ..............................................................................................................17

4.3 PERMISSIBLE STRESSES AND FACTORS OF SAFETY (FOSS) ............................................................17

5.0 ENVIRONMENTAL CRITERIA ..................................................................................................19

5.1 WAVE AND CURRENT .....................................................................................................................19 5.1.1 General ..................................................................................................................................19 5.1.2 Wave DAF and Added Mass .................................................................................................22 5.1.3 Wave Kinematics Factor .......................................................................................................23 5.1.4 Current Blockage Factor ......................................................................................................23

5.2 MARINE GROWTH ..........................................................................................................................23 5.3 DRAG AND INERTIA ........................................................................................................................23 5.4 LOCAL SCOUR ................................................................................................................................23 5.5 WIND ..............................................................................................................................................24 5.6 VORTEX INDUCED VIBRATION (VIV) .............................................................................................24

6.0 APPLIED LOADS ...........................................................................................................................25

6.1 DEAD LOADS ..................................................................................................................................25 6.2 OPERATIONAL AND LIVE LOADS ....................................................................................................25

6.2.1 General ..................................................................................................................................25 6.2.2 Uniform Area Loads (UAL) .................................................................................................25 6.2.3 Open Area Live Loads (OALL) ............................................................................................26

6.3 THERMAL LOADS ...........................................................................................................................27 6.4 TEST AND OTHER SHORT TERM OPERATIONAL LOADS ..................................................................27 6.5 ACCIDENTAL LOADS ......................................................................................................................28 6.6 VIBRATION LOADING .....................................................................................................................28 6.7 DECK CRANE LOADS ......................................................................................................................28 6.8 DROPPED OBJECT LOADS ...............................................................................................................28

7.0 LOAD COMBINATIONS ..............................................................................................................29

7.1 PLATFORM LOADING CONDITIONS .................................................................................................29 7.2 JACKET LOADINGS .........................................................................................................................29 7.3 TOPSIDES LOADINGS ......................................................................................................................30

8.0 ANALYSIS .......................................................................................................................................32

8.1 IN-PLACE STATIC ANALYSIS ...........................................................................................................32 8.1.1 General ..................................................................................................................................32

8.2 FATIGUE ANALYSIS ........................................................................................................................32 8.2.1 General ..................................................................................................................................32 8.2.2 Jacket Model .........................................................................................................................32 8.2.3 Stress Concentration Factors ...............................................................................................33 8.2.4 S-N Curve ..............................................................................................................................33 8.2.5 Dynamic Amplification .........................................................................................................33 8.2.6 Fatigue Damage ....................................................................................................................33 8.2.7 Fatigue Life ...........................................................................................................................34 8.2.8 Wave Scatter and Occurrence Data .....................................................................................34

8.3 BOAT IMPACT ANALYSIS ................................................................................................................34 8.4 INSTALLATION ANALYSES FOR JACKET, DECK, PILES AND MISCELLANEOUS ................................34

8.4.1 Loadout Analysis ..................................................................................................................34 8.4.2 Transportation Analysis .......................................................................................................35 8.4.3 Lift Analysis ..........................................................................................................................35 8.4.4 Jacket Upending and Lowering Analysis .............................................................................37



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8.4.5 Jacket Installation over Exisitng Pre-drilled Live Wells .....................................................37 8.4.6 Unpiled Stability and Mudmat Design .................................................................................37 8.4.7 Pile Installation Analysis ......................................................................................................38 8.4.8 Topside Stabover Drill Deck .................................................................................................39

9.0 DESIGN ............................................................................................................................................40

9.1 BOAT LANDING ..............................................................................................................................40 9.2 HELIDECK.......................................................................................................................................40

9.2.1 General ..................................................................................................................................40 9.2.2 Layout....................................................................................................................................41 9.2.3 Helideck Component Design ................................................................................................41

9.3 BLAST AND FIREWALL ...................................................................................................................41 9.4 DRILL DECK ...................................................................................................................................41 9.5 APPURTENANCES ............................................................................................................................42

9.5.1 Conductors (T.B.A.) ..............................................................................................................42 9.5.2 Conductor Guide Framing (T.B.A.) .....................................................................................42 9.5.3 Crane .....................................................................................................................................42

9.6 MISCELLANEOUS DESIGN ...............................................................................................................42 9.6.1 Lifting Point Design .............................................................................................................42 9.6.2 Anode Design ........................................................................................................................43 9.6.3 Anode Design ........................................................................................................................43 9.6.4 Docking Design for Jacket Installation ...............................................................................43 9.6.5 Equipment Design ................................................................................................................43

9.7 FOUNDATION DESIGN .....................................................................................................................43 9.8 MEMBER SIZING .............................................................................................................................44

9.8.1 Deck Plate and Grating Design ............................................................................................44 9.8.2 Beam and Truss Design ........................................................................................................44 9.8.3 Handrails, Ladders, Walkways, Stairways and Landings ...................................................45 9.8.4 Miscellaneous Details ...........................................................................................................45

10.0 MATERIALS ...................................................................................................................................47

10.1 STRUCTURAL STEEL .......................................................................................................................47 10.1.1 Primary Steel .........................................................................................................................47 10.1.2 Secondary Steel .....................................................................................................................47 10.1.3 Tertiary Steel .........................................................................................................................48

10.2 STEEL GRADES ...............................................................................................................................48 10.2.1 Steel Design Properties .........................................................................................................50

10.3 GRATING ........................................................................................................................................50 10.4 BOLTS ............................................................................................................................................50

11.0 WEIGHT CONTROL REPORT (WCR) ......................................................................................51

11.1 GENERAL ........................................................................................................................................51 11.2 CONTINGENCIES .............................................................................................................................51

12.0 DESIGN DOCUMENTATION ......................................................................................................53

12.1 GENERAL ........................................................................................................................................53 12.2 DESIGN BASIS AND DESIGN BRIEFS ................................................................................................53 12.3 ANALYSES AND DESIGN REPORTS ..................................................................................................53 12.4 WEIGHT AND COG REPORTS ..........................................................................................................53 12.5 FINAL DOCUMENTATION ................................................................................................................54

APPENDIX A WAVE OCCURRENCE DATA .................................................................................55



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1.0 Introduction

1.1 Project Description

Thang Long Joint Operating Company (TLJOC) was established by Petroleum Contract to operate Block 15-2/01 offshore Vietnam in 2005. Block 15-2/01 geologically resides in the Cuu Long Basin, off the south-eastern Vietnamese coastline in an area of 2,832 km2 and has an average water depth of less than 50m. The fields are approximately 130 km east – southeast from Vung Tau city.

The Development is expected to consist of the following facilities:

• A Well Head Platform (WHP) located at the HSD field • A Well Head Separation Platform (WHSP) located at the HST field • Tie-in to Hoang Long JOC’s Te Giac Trang (TGT) facilities • Interconnecting subsea pipelines

Fluids from the HSD wellhead platform are sent to HST via subsea pipeline.

HST wellhead/separation platform is the hub for the TLJOC Block 15-2 development. All HSD and HST fluids route via the HST platform. At HST the liquid and gas are separated for the purposes of commercial allocation metering. Following metering, the liquid and gas are recombined and sent to the TGT H1 platform. At TGT H1 the HST and HSD fluids are comingled with TGT H1 fluids and sent to the TGT H1 FPSO for processing.

Lift gas and injection water are provided by the TGT FPSO to HSD and HST platforms.



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1.2 Scope of Document

This report describes the design basis for the HSD-A platform in the HST Full Field Development & HSD Early Production System Development.

1.3 Definitions

PROJECT HST Full Field Development and HSD Early Production System Development

COMPANY Thang Long Joint Operating Company (TLJOC)

CONTRACTOR The CONTRACTOR(s) appointed by the COMPANY for the Engineering, Procurement, Construction, Installation, Hook-up and Commissioning of the FACILITIES

VENDOR The Supplier of the goods and/or services describes in the Technical Requisition Package. In certain situations, the VENDOR can also be the Manufacturer of the goods.

1.4 Abbreviations

3D Three-dimensional

AFC Approved For Construction

AISC American Institute of Steel Construction

API American Petroleum Institute

ASD Allowable Stress Design

ASTM American Society for Testing and Materials

AWS American Welding Society

BS British Standard

CAA Civil Aviation Authority

CAD Computer-Aided Design

CAP Civil Aviation Publication

CD Chart Datum

COG Centre Of Gravity

DAF Dynamic Amplification Factor

DNV Det Norske Veritas

EL Elevation

EN EuroNorm

FEED Front End Engineering Design

FOS Factor Of Safety

HAT Highest Astronomical Tide

HSD Hai Su Den

HSE Health and Safety Executive

HST Hai Su Trang



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ICAO International Civil Aviation Organization

ID Inner Diameter

IDC Inter-Disciplinary Check

ISO International Organization for Standardization

LAT Lowest Astronomical Tide

Max. Maximum

Min. Minimum

MSL Mean Sea Level

MTO Material Take-Off

MWS Marine Warranty Surveyor

N/A Not Applicable

ND Noble Denton Group Limited

OALL Open Area Live Load

OD Outer Diameter

QA Quality Assurance

QC Quality Control

Rev Revision

RP Recommended Practice

SACS Structural Analysis Computer System

SCF Stress Concentration Factor

SI The International System of Units

SPEC Specification

TLJOC Thang Long Joint Operating Company

TN Technical Note

UAL Uniform Area Load

VIV Vortex Induced Vibration

WCR Weight Control Report

WP Work Point

WSD Working Stress Design



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2.0 CODES, STANDARDS AND REFERENCES

2.1 Codes and Standards

It is intended that this design basis be read in conjunction with other COMPANY specifications, relevant standards, codes and specifications. The structures shall be designed as per the latest edition of the following codes and standards unless noted otherwise.

2.1.1 American Institute of Steel Construction (AIS C)

AISC Steel Construction Manual, 13th edition (FOR STRUCTURAL STEEL SHAPES & PROPERTIES ONLY).

AISC ASD Specification for Structural Steel Buldings – Allowable Stress Design and Plastic Design with Commentary, dated June 1, 1989.

2.1.2 American Petroleum Institute (API)

API RP 2A-WSD Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms – Working Stress Design, 21st edition.

API RP 2L Recommended Practice for Planning, Designing, and Constructing Heliports for Fixed Offshore Platforms.

API SPEC 2C Specification for Offshore Pedestal Mounted Cranes.

2.1.3 American Welding Society (AWS)

AWS D1.1 Structural Welding Code – Steel.

2.1.4 British Standard (BS)

BS 4360 Specification for weldable structural steels.

BS 2853 Specification for the design and testing of steel overhead runway beams.

BS EN ISO 6719 Anodizing of aluminium and its alloys. Measurement of reflectance characteristics of aluminium surfaces using integrating-sphere instruments.

2.1.5 Civil Aviation Authority (CAA)

CAP 437 Offshore Helicopter Landing Areas – Guidance on Standards.

2.1.6 Det Norske Veritas (DNV)

DNV Marine Operations Part 2 – Sea Transportation.

DNV RP5 Rules for the design construction and inspection of offshore structures.

DNV-RP-B401 Recommended Practice, Cathodic Protection Design.

DNV-TNA-202 Fixed Offshore Installations – Impact loads from boats.



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2.1.7 Noble Denton (ND)

0028/ND Guidelines for the Transportation and Installation of Steel Jackets.

0030/ND

0027/ND

Guidelines for Marine Transportations.

Guidelines For Marine Lifting Operations.

2.1.8 Health and Safety Executive (HSE)

HSE Offshore helideck design guidelines.

2.1.9 International Civil Aviation Organization (IC AO)

ICAO International Standards and Recommended Practices: Aerodromes– Annex 14 to the Convention on International Civil Aviation, Volume II – Heliports.

In the event of an inconsistency, conflict or discrepancy between any of the Standards, Specifications and Regulatory requirements, the most stringent and safest requirement applicable to the project will prevail to the extent of the inconsistency, conflict or discrepancy. Any inconsistencies critical to the design shall be brought to the attention of the Project Manager for resolution.

2.2 Principal Design Objectives

The principal objectives are to establish a structural design that permits:

• Safe, efficient and cost effective fabrication

• Safe, efficient and cost effective installation, minimising dependence on weather and risk exposure during installation

• Safe, efficient and cost effective drilling and production operations from the installed platform with due recognition of safety, environment, economy and service life.

• Optimum underwater maintenance and inspection with regard to platform operating costs

• Final detailed optimization shall be performed for all structural members. Optimization shall be performed after all analyses have been completed. Considerations such as constructability, standardization of materials, framing constraint tubular diameter to wall thickness ratio (D/t), etc. shall be observed while performing optimization.

• Practical and lightweight design approach shall be considered for jacket and topsides.

• Innovative ideas shall be used instead of proprietary designs.

• Standardize the use of structural steel material. Standard mill sizes are preferred.

The safety and integrity of the structure during fabrication phases shall be the responsibility of the fabrication/installation contractor.



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2.3 Units

All structural calculations, dimensions and weights shall be based on the International System of Units (SI).

2.4 Dimensional References

A consistent dimensional reference system should be used for both topside structures and substructures. The origin for the platform should be at the intersection between Row B and East-West centreline of the substructure at WP EL(+) 10 m. All elevations shall be referenced to LAT.

Where the use of a common reference system is impracticable, then all relevant drawings shall clearly indicate the dimensional reference system being used.

2.5 Nomenclature and Abbreviations

Nomenclature used for all features of the platform which are appropriate to both topside structures and substructures, e.g. skid-beams or stab-in points supporting modules, shall be consistent and shall be established before the commencement of work.

Abbreviations, when used, shall be clearly and consistently defined to avoid confusion.

2.6 Software

All proprietary and third party computer programs used for structural analyses and design shall have been validated and appropriate QA/QC information shall be made available for COMPANY reference.

Structural Engineering software programs shall include capabilities for both 3D static and dynamic analysis for waves as well as fatigue analysis. Finite element software programs shall be available for performing local analysis of selected components. Naval Architecture computer software programs shall include capabilities to perform a 3D barge frequency domain analysis, floating stability analysis, and upending analysis.

2.7 Design Report

The final structural design report shall detail all completed work and shall include all final computer runs, calculations, member utilization plots and investigations necessary to substantiate the design. Subsequent modifications, investigations and supplementary calculations shall be documented in appendices that will be added to the design report.

Final copy of report shall include input file of SACS model for jacket, deck and appurtenances.

2.7.1 Certification

A basic requirement for the design report is that conclusions can be drawn from it demonstrating the acceptability of the overall design to TLJOC and certifying authorities.



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2.7.2 Drawings

General structure arrangement drawings shall show the steel types, member sizes, principal dimensions, painting and coating requirements necessary to define the basic structure and to cross reference any section or details shown on other drawings.

Detail drawings shall show all material types, local angles, minor dimensions, welding details and symbols not shown on general arrangement drawings.

The structural steel material types shall be designated in the structural drawings.



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3.0 BASIC DESIGN REQUIREMENTS

3.1 General

The structure shall be designed to withstand the environmental, operational and accidental loads imposed on it during fabrication, loadout, transportation and installation and during its expected service life.

The structures shall be designed for the facilities and conditions enumerated in this design basis and other project documents and conform to the requirements for strength, stability, serviceability and safety requirements.

3.2 Service Life

The structure shall be designed to have a minimum service life of 20 years.

3.3 Temporary Conditions

Methods of fabrication, loadout, transportation and installation to be employed and the requirements for these shall be established during the design to ensure that these phases are feasible within the constraints of fabrication yard capabilities and available installation equipment. The design of all structures must account for these conditions.

Manufacturing and fabrication tolerances assumed in the design shall be compatible with those achievable during construction.

3.4 Air Gap

A minimum air gap of 1.5 m shall be provided between the design wave crest elevation (100-year return) and the underside of the lowest deck. In addition to this, allowance shall be made for uncertainty in measured water depth, tidal variation and surge.

Minor items, if any, located in the air gap (such as drains, production piping, etc.) shall be designed for wave forces (including wave slam) calculated using the crest pressure of the design wave against the projected area.

3.5 General Site Data

3.5.1 Platform Orientation

The WHP will be rotated +45º west from TRUE North (Platform North is at TRUE 315º).

3.5.2 Reference Level

All elevation levels indicated are referenced to Chart Datum (LAT).

3.5.3 Water Depth

A water depth of 42.13 m with respect to Chart Datum (LAT) shall be used for the HSD-A Platform.



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3.5.4 Astronomical Tide Levels

The astronomical tide levels with reference to MSL are as follows:

• Highest Astronomical Tide (HAT) 1.21 m

• Lowest Astronomical Tide (LAT) -0.67 m

3.5.5 Storm Surge

The storm surge heights are as follows:

HSD-A

MSL (recorded at site) 42.8 m

(+) Surge (1-year) 0.33 m

(+) Surge (100-year) 0.59 m

(-) Surge (1-year) -0.30 m

(-) Surge (100-year) -0.53 m

3.6 General Design Requirements

3.6.1 Geometrical Constraints

The jacket structures shall be conventional template structures with piles through four legs. All conductors shall be positioned to facilitate drilling from a single location by a jack-up cantilever drilling rig located on the Platform North side. The top horizontal framing of the jackets if in the wave splash zone shall be designed for wave slam.

The jacket legs shall have a constant inside diameter to facilitate pile installation.

3.6.2 Corrosion Allowance

The design corrosion allowances shall be considered for members within the splash zone area. The splash zone area shall be defined as the height between EL(+) 5 m above LAT and EL(-) 4 m below LAT. A corrosion allowance of 6 mm to the thickness shall be considered for all jacket legs in the splash zone area.

For other members, i.e. horizontal framing and diagonal bracing, the corrosion allowance shall be an additional 3 mm to the member wall thickness.

This corrosion allowance shall be removed from the exterior surface for the calculation of member and joint stresses in the in-service analysis but not for the weight. For fatigue analysis the corrosion allowance shall be halved.

No corrosion allowance shall be included for the boat landing members, however corrosion allowance does apply to stub members connecting the boat landing to the jacket.

The corrosion allowance does not apply to the secondary jacket members in the horizontal bracing elevation located at EL(+) 6.5 m.



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3.6.3 Cathodic Protection

All steel surfaces in the submerged zone shall be protected against corrosion by a sacrificial anode system.

Piles and conductors shall be considered up to 30m below the mudline.

The system shall be designed in accordance with the requirements of DNV-RP-B401. Jacket members and appurtenances in the splash zone shall be protected by an appropriate coating system in addition to the corrosion allowances specified herein.

All pipelines and risers will be insulated from the platform cathodic protection system.

3.6.4 Docking Design for Jacket Installation

The jacket to be docked on pre-drill wells pin with consideration of 10% of the jacket submerge weight as vertical docking load and 5% as horizontal design load with dynamic amplification factor of 1.20 as per Noble Denton Criteria, Guideline for Lifting Operations by Floating Crane Vessels, 0027/NDI.

3.6.5 Painting

All steel surfaces shall be painted in accordance with PROJECT Painting and Protective Coating Specification.

3.6.6 Structural Detailing

Areas and joints that are inaccessible for maintenance and thereby susceptible to corrosion shall be suitably sealed by methods such as boxing with plates etc.

3.6.7 Fabrication

Fabrication to be in accordance with COMPANY Approved Specifications.



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4.0 STRUCTURAL DESIGN

4.1 Member Design

4.1.1 General

The platform structural components and foundations shall be designed to ensure that they are adequate from the safety, strength, stability and serviceability requirements during all phases of pre-service and in-service conditions, as per API RP 2A-WSD and AISC ASD. In addition, the foundations shall be designed with the necessary FOSs in accordance with API RP 2A-WSD.

Certain components such as stiffened plate and shell elements may not be adequately covered by the above codes. For design of these components, the requirements of DNV and other internationally accepted codes shall be met.

Member stresses shall be checked at the ends of the members and throughout their spans in accordance with API RP 2A-WSD and AISC ASD requirements for the loads and stresses due to design load combinations. Member stresses due to aspects that are not specifically covered in the computer structural analysis shall be investigated by manual calculations and results combined with computer results to ensure that the stress and deflection limitations are not exceeded.

All major structural framing shall meet the following guidelines:

• Member slenderness ratio: Kl/r < 120. The buckling coefficient, K, shall be chosen for each member in accordance with API RP 2A-WSD recommendations.

• Pile diameter to thickness ratio D/t < 60.

• Minimum nominal thickness of superstructure beam flanges, and stiffeners shall be 6 mm. Minimum flange thickness under side of sub-cellar deck to be 8 mm.

• Minimum thickness of deck plate shall be 10 mm.

• Minimum thickness of all primary tubular members shall not be less than 9.5 mm (0.375 in) with additional provision for corrosion allowance in the splash zone.

4.1.2 Wave Slam

Top of jacket horizontal brace members shall be designed for wave slam forces in accordance with DNV or similar practice. Bending stresses due to both horizontal and vertical slam forces shall be investigated. X-brace members shall be assumed to span the full length.

Member lengths shall be reduced to account for jacket leg radii. Members framing into jacket legs shall be considered fixed. The constant for fundamental mode of resonance depends on end conditions:

• simply supported = π

• fixed and semi fixed end = 4.9

• fixed ends = 7



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4.1.3 Hydrostatic Check

All buoyant members subject to immersion shall be checked for hydrostatic pressures as per API RP 2A-WSD.

4.2 Joint Design

All connections shall be fully welded. Joint design to be in accordance with API RP 2A-WSD.

4.2.1 Tubular Joints

Tubular joint design and detailing for both temporary and in-service conditions shall be in accordance with API RP 2A-WSD. Where overlap cannot be avoided, the minimum overlap shall be determined as per API RP 2A-WSD. Appropriate closed ring solutions (such as furnished by Roark) shall be used to design ring stiffeners and deck leg/girder intersections. Adopt ring plate design where applicable, instead of increasing wall thickness to reduce punching shear on nodes. However, ease of fabrication of structural members shall be the main consideration while designing the nodes.

Eccentricities of the brace centrelines greater than D/4 shall be appropriately modelled and accounted for in the design.

Cross joints, leg joints and other joints in which the load is transferred across the chord shall be designed assuming an effective width of the chord equal to 1.25 times chord diameter, on each side from the centreline of the extreme incoming braces, or length of the can, whichever is less.

4.2.2 Non-Tubular Joints

Hybrid joints, combining rolled wide flange sections tubular sections as used in module trusses, plate girders or wide flange joints shall be designed in accordance with AISC ASD using rational engineering methods. Truss brace to chord joints shall be designed for transfer of axial loads from one brace to another across the truss chord in shear. The web stiffeners shall be designed to carry in compression the permissible axial tensile load of the brace.

4.3 Permissible Stresses and Factors of Safety (FOS s)

Unless otherwise noted in this specification permissible stresses and FOSs shall be as recommended in API RP 2A-WSD.

⅓ increase in the permissible stresses shall be allowed according to the following table.

Loading Conditions ⅓ increase in

Permissible Stress

Global In-service

Extreme (Design) Environment Yes

Operating Environment No



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Loading Conditions ⅓ increase in

Permissible Stress

Global Pre-service

Fabrication No

Loadout No

Transportation Yes

Jacket Upending No

Jacket On-Bottom Stability No – See Note (1)

Lift No

Main Topside Installation Yes

Local In-service

Extreme (Design) Environment Yes

Operating Environment No

Boat impact (Boat Landing & Jacket) Yes – See Note (2)

Wave Slam Yes

Docking Design Yes

Vessel Hydrotest No

Note:

(1) When installation sea state is included in calculation of mudmat member forces and stresses, ⅓ increase in permissible stress is allowed.

(2) The structure shall remain elastic (jacket structure to tolerate boat impact without permanent global plastic deformation).



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


5.0 ENVIRONMENTAL CRITERIA

The design wave shall be treated as a regular wave. The wave theory as recommended by API RP 2A-WSD shall be used to compute water particle kinematics, using apparent wave periods computed as per API RP 2A-WSD. Conductor shielding factors shall be considered as per API RP 2A-WSD.

The wave criteria shall be as per the COMPANY supplied metocean data reference: Fugro Report: Metocean Design Criteria Block 15-2/01 Offshore Vietnam, Report No.: C50671/5979/R3 dated 11 March 2011.

5.1 Wave and Current

5.1.1 General

Reference shall be made to Fugro Report: Metocean Design Criteria Block 15-2/01 Offshore Vietnam, Report No.: C50671/5979/R3 dated 11 March 2011.

• Design (Extreme) Wave = 100-year return – Cyclonic (max. loading from either Tropical Storm or Monsoon)

• Operating Wave = 1-year return – Cyclonic (max. loading from either Tropical Storm or Monsoon)

• Max. Water Depth = LAT to seabed + Tidal Rise (MHHW) + Storm Surge

• Still Water Depth = LAT to seabed + Mean Sea Level

Maximum water depth shall be used to generate the buoyancy condition.

Omni-directional environmental data shall be considered for preliminary sizing of jacket members. The directional data shall be adopted in detailed design phase or once the direction of the platform is final.

The mean current velocities for various directions and at various water levels are given in the Fugro metocean report and reproduced hereafter.

Extreme Total Current Criteria

Direction (towards)

N (m/s)

NE (m/s)

E (m/s)

SE (m/s)

S (m/s)

SW (m/s)

W (m/s)

NW (m/s)

OMNI (m/s)

1-Year

Near-surface 0.44 1.23 1.28 0.68 0.68 1.02 1.10 0.55 1.28

Seabed 0.25 0.32 0.38 0.36 0.32 0.46 0.48 0.43 0.48

10-Year

Near-surface 0.50 1.39 1.45 0.77 0.78 1.15 1.25 0.62 1.45

Seabed 0.32 0.41 0.48 0.46 0.40 0.58 0.60 0.54 0.60

100-Year

Near-surface 0.55 1.56 1.63 0.86 0.87 1.29 1.40 0.69 1.63



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Direction (towards)

N (m/s)

NE (m/s)

E (m/s)

SE (m/s)

S (m/s)

SW (m/s)

W (m/s)

NW (m/s)

OMNI (m/s)

Seabed 0.38 0.49 0.58 0.55 0.48 0.70 0.73 0.66 0.73

The current speed in the vicinity of the platform shall be reduced by the current blockage factors. The wave particle kinematics multiplied by the wave kinematics factor and the current velocities, adjusted for blockage, shall be added vectorially to obtain total velocity vector at any point. The given current profile shall be treated as applicable to water depth equal to still-water level. For any other water level at different points along the wave, the velocities shall be calculated based on linear stretching of the current profile.

Morison's equation, applied to the normal components of velocity and acceleration only, shall be used to compute normal wave forces on the individual members.

Wave loads on conductor arrays can be reduced by a shielding factor applied to Cd and Cm for the conductors in accordance with API RP 2A-WSD.

Any structural members and appurtenances in the Air Gap shall be designed to sustain loads generated from water particle velocities determined for the design wave crest.

The platform shall be analyzed for eight (8) wave approach directions.

Extreme Wave Criteria – 1-Year Tropical Storm

Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 1.9 5.1 6.2 2.2 3.5 6.3

North (N) 1.7 4.9 5.8 1.8 3.0 5.9

North-East (NE) 1.9 5.1 6.2 2.2 3.5 6.3

East (E) 1.4 4.7 5.5 1.6 2.6 5.5

South-East (SE) 1.1 4.3 4.9 1.2 1.9 4.9

South (S) 0.7 3.7 4.0 0.7 1.2 4.0

South-West (SW) 0.8 3.9 4.2 0.8 1.3 4.2

West (W) 1.0 4.2 4.7 1.1 1.8 4.8

North-West (NW) 1.4 4.6 5.4 1.5 2.4 5.4


Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 5.1 6.8 9.3 5.7 9.2 9.3



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

North (N) 4.4 6.5 8.7 4.9 7.8 8.7

North-East (NE) 5.1 6.8 9.3 5.7 9.2 9.3

East (E) 3.8 6.3 8.2 4.2 6.8 8.2

South-East (SE) 2.8 5.7 7.2 3.1 5.0 7.3

South (S) 1.7 5.0 5.9 1.9 3.1 6.0

South-West (SW) 2.0 5.2 6.3 2.2 3.5 6.3

West (W) 2.6 5.6 7.0 2.9 4.7 7.1

North-West (NW) 3.6 6.2 8.0 4.0 6.4 8.0


Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 8.3 7.9 11.3 9.2 14.9 11.3

North (N) 7.1 7.5 10.6 7.9 12.7 10.6

North-East (NE) 8.3 7.9 11.3 9.2 14.9 11.3

East (E) 6.1 7.2 10.0 6.8 11.0 10.0

South-East (SE) 4.6 6.6 8.8 5.1 8.2 8.9

South (S) 2.8 5.7 7.2 3.1 5.0 7.3

South-West (SW) 3.2 5.9 7.6 3.6 5.7 7.7

West (W) 4.2 6.5 8.6 4.7 7.6 8.6

North-West (NW) 5.8 7.1 9.8 6.4 10.4 9.8

Extreme Wave Criteria – 1-Year Monsoon

Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 4.1 6.3 8.9 4.6 7.5 8.9

North (N) 2.2 5.2 6.9 7.9 4.1 7.0

North-East (NE) 4.1 6.3 8.9 10.1 7.5 8.9

East (E) 3.8 6.2 8.7 9.9 7.1 8.7

South-East (SE) 1.7 4.7 6.2 7.0 3.1 6.2

South (S) 1.7 4.7 6.1 7.0 3.1 6.2

South-West (SW) 2.4 5.3 7.2 8.2 4.6 7.3

West (W) 2.3 5.2 7.0 8.0 4.2 7.0

North-West (NW) 1.6 4.7 6.1 1.9 3.0 6.1



TLJOC


Date: 03/06/2011

Rev. : C01 of 58



Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 5.2 6.9 9.9 5.9 9.7 10.3

North (N) 2.9 5.6 7.7 9.1 5.3 8.1

North-East (NE) 5.2 6.9 9.9 11.6 9.7 10.3

East (E) 4.9 6.8 9.7 11.4 9.2 10.0

South-East (SE) 2.2 5.1 6.8 8.1 4.0 7.2

South (S) 2.1 5.1 6.8 8.1 4.0 7.2

South-West (SW) 3.2 5.8 8.0 9.5 5.9 8.4

West (W) 2.9 5.7 7.8 9.2 5.4 8.1

North-West (NW) 2.1 5.1 6.8 2.4 3.9 7.1


Direction (from) Hs

(m)

Tz

(s)

Tp

(s)

Hc

(m)

Hmax

(m)

Thmax

(m)

Omni 6.3 7.4 10.7 7.2 11.8 10.8

North (N) 3.5 6.0 8.3 9.5 6.5 8.4

North-East (NE) 6.3 7.4 10.7 12.2 11.8 10.8

East (E) 6.0 7.2 10.5 11.9 11.2 10.5

South-East (SE) 2.6 5.5 7.4 8.4 4.9 7.5

South (S) 2.6 5.4 7.4 8.4 4.8 7.4

South-West (SW) 3.8 6.2 8.7 9.9 7.1 8.7

West (W) 3.6 6.1 8.4 9.6 6.6 8.5

North-West (NW) 2.6 5.4 7.4 2.9 4.8 7.4

5.1.2 Wave DAF and Added Mass

Wave loads shall be adjusted by a DAF if the platform natural period is greater than 3-sec. as per API RP 2A-WSD. A dynamic analysis shall be performed to determine the platform natural period.

The mass used in the dynamic analysis should consist of the mass of the topsides with gravity loads associated with design life of the platform, the sub-structure mass including marine growth, enclosed water (e.g. flooded legs), and added mass (mass of displaced water as defined in API RP 2A-WSD).



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


5.1.3 Wave Kinematics Factor

Wave kinematics factor shall be considered as 0.9 and 1 for Extreme Storm Event and Operating Storm Event to account for wave directional spreading or irregularity of wave profile shape. These factors are as per API RP 2A-WSD recommendations.

5.1.4 Current Blockage Factor

The current blockage factors shall be as per API RP 2A-WSD.

5.2 Marine Growth

It shall be assumed that the marine growth will accumulate on jacket members and appurtenances. To allow for this effect, member radii shall be increased. Marine growth will be assumed to have a specific gravity of 1.4.

(Marine Growth data based on Block 15-2/01 Study in Section 15 of Report by Southern Regional Hydrometeorological Center titled, Project: Upfront Activities for Block 15-2/01 dated January 2009.)

For analysis of jacket structure the marine growth to be added shall be as follows:

Depth (m)

Marine growth thickness (mm)

MSL 65

-5 56

-15 47

-25 38

-35 38

Seabed 38

5.3 Drag and Inertia

Parameter Member Type In-place Analysis

Fatigue Analysis

Cd Clean Members 0.65 0.5

Fouled Members 1.05 0.8

Cm Clean Members 1.6 2

Fouled Members 1.2 2

The jacket main members (excluding joint cans) will be increased by 50 mm in diameter to account for anodes.

5.4 Local Scour

Local scour at each platform leg shall be assumed as one pile diameter.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


5.5 Wind

The wind forces shall be calculated taking into consideration shielding, shape coefficients and variation of wind velocity with height as specified in API RP 2A-WSD. Wind shall be assumed to act simultaneously and co-linearly with wave and current forces.

The following wind speeds shall be considered for design of various components.

• Jacket In-place Analysis: 1-minute mean

• Deck In-place Analysis: 1-minute mean

• Cantilever structures (towers, vents, flare booms) and bridges of length less than 50 m: 3-sec. gust (local)

• Exterior wall panels, firewalls, barrier walls, including their stiffeners: 3-sec. gust (local)

Wind speeds in table below are referenced to MSL EL(+) 10 m. For additional wind data details, refer to Fugro Report: Metocean Design Criteria Block 15-2/01 Offshore Vietnam, Report No.: C50671/5979/R3 dated 11 March 2011.

Time Interval

1-Year (Monsoon)

1-Year (Tropical)

100-Year (Monsoon)

100-Year (Tropical)

One Minute 19.3 m/s 11.8 m/s 26.5 m/s 38.6 m/s One Hour 16.5 m/s 10.3 m/s 22.2 m/s 31.2 m/s

Design wind velocities shall be calculated in accordance with API RP 2A-WSD.

Wind loads are not considered for the fatigue analysis.

Localized effects of wind loading on flare boom members shall be considered for local design.

5.6 Vortex Induced Vibration (VIV)

The possibility of VIVs due to the design wind and/or current velocity profiles shall be performed for individual members considered potentially susceptible.

The dynamic effects of wind and current velocities due to in-line and cross flow vortex shedding shall be considered in the design of slender members and appurtenances. For the design of conductors, caissons and risers, the value of BETA (ratio of damping to critical damping) may be taken as equal to 0.02 but other BETA values may be calculated. If VIVs are predicted then a satisfactory fatigue performance will need to be demonstrated.

For any member which is liable to in-line or cross flow vibrations, an analysis will be performed to determine the resulting stresses to ensure that there is no over stress or potential fatigue failure.

Vortex shedding in waves need not be considered.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


6.0 APPLIED LOADS

6.1 Dead Loads

Dead loads comprise the weight of the platform structure, any permanent equipment and appurtenant structures that do not change with the mode of operation. Dead loads should also include external hydrostatic pressure acting on the structure below the waterline and buoyancy.

To account for the possibility of scouring around conductor/pipelines, it shall be assumed that each flowline is supported by the platform for a 5 m length interval.

6.2 Operational and Live Loads

6.2.1 General

Operational and live loads are imposed during use of the platform and include:

• Weight of equipment which can be added or removed.

• Weight of consumable supplies and liquids in the piping and the storage tanks.

• Forces exerted from operations such as drilling, material handling, vessel mooring and helicopter landing.

• Loads on storage/laydown areas.

• Forces due to deck crane usage.

• Short term test loads arising during testing or installation of equipment may be more severe than the normal operating loads and include test loads on cranes, pulling loads on J-tubes, riser pressure and test loads.

• Helicopter Loadings.

6.2.2 Uniform Area Loads (UAL)

In the absence of any specific equipment requirements, the floor system (deck plate, grating, stringers, deck beams, and intermediate girders) shall be designed for the minimum area live loads given in the following table. These loads apply to floor design only and are not fully carried to the trusses or main frames in the global design.

The following loads should be used as a guide and should be reviewed and modified as deemed appropriate.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Uniform Area Loads (UAL)

Description

Topside

Area Live Loads - Local Design 1 (kPa)

Area Live Loads - Global Design 2 (kPa)

Main Deck 15 12

Mezzanine Deck

7.5 5

Cellar Deck 10 7.5

Sub-Cellar Deck

5 3

Wellbay Area 5 (or 25 kN point

load) 3

Helideck 2.5 (or max. wheel load)

2

Laydown Areas 25 (or 40 kN point load)

15

Walkways and Stair Landings

5 1.5

Notes:

1. Local Design: Deck plate, grating, deck beams and girders shall be designed for the full local area live loads.

2. Global Design: Trusses shall be designed for the global platform area live loads as defined (typically 75% knock-down) or 100% of the actual loads, subject to rational review.

Point loads shall only be used for the design of deck beams, and girders. For the design of the deck plate, consider the load acting on an area 300 x 300 mm.

Dropped object requirement and design shall be addressed separately during detailed design.

6.2.3 Open Area Live Loads (OALL)

Open Area Live Loads (OALLs) shall be applied to all clear unoccupied areas of the deck and internal areas of the Utility and Equipment rooms. The OALLs shall be used in conjunction with equipment and crane loads for the design of primary and major secondary steelwork. OALLs should be combined with equipment weight data, from the WCR and/or when provided by the Suppliers.

OALLs for the global structural design for jacket carry down loading shall not exceed 350 MT, inclusive of coil tubing loads.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Open Area Live Loads (OALL)

Description

Topside Jacket

Area Live Loads - Local Design 1 (kPa)

Area Live Loads - Global Design 2 (kPa)

Deck Area Live Loads - Global Design 3 (kPa)

Main Deck 5 5 2.5

Mezzanine Deck 5 2.5 2.5

Cellar Deck 5 5 2.5

Sub-Cellar Deck 5 2 NIL

Wellbay Area 5 2 1

Helideck 2.5 (or max. wheel load)

2 1

Laydown Areas 25 (or 40 kN point load)

15 7.5

Walkways and Stair Landings

5 1.5 NIL

Notes:

1. Local Design: Deck plate, grating, deck beams and girders shall be designed for the full local area live loads.

2. Global Design: Trusses shall be designed for the global platform area live loads as defined (typically 75% knock-down) or 100% of the actual loads, subject to rational review.

3. Jacket Design: Jacket shall be designed for the global platform area live loads as defined (typically 50% knock-down) or 100% of the actual loads, subject to rational review.

6.3 Thermal Loads

The following thermal loads shall be considered in the Operating condition:

• thermal loads resulting from temperature effects of fluids in piping, equipment, wellheads, flowlines, etc

• heat radiation from exhaust and ignited vents

6.4 Test and Other Short Term Operational Loads

These are loads arising during testing or installation of equipment, which may be more severe than operational loads. These loads include weight of fluid content of equipment, tanks and piping under hydrostatic test conditions, test loads on cranes, etc. These loads shall be developed during the design and shall be considered in the local design of the relevant sections of the topside structure.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


6.5 Accidental Loads

Accidental loads should not form part of the main combination of loads used in a global analysis of a structure. Where required, their effect should only be added locally to modify the basic design of the relevant section of the structure. These includes:

• Boat impact

• Blast loads

• Dropped objects

6.6 Vibration Loading

Where heavy rotating machinery is installed, 3D vibration analyses shall be performed on the deck structure supporting the equipment to show that the dynamic amplitudes of the deck, due to unbalanced forces of the equipment are within allowable values. The deck locally shall be designed such that the natural frequencies of the deck section shall not be between 0.65 and 1.5 times the operating frequency of the equipment to avoid resonance.

6.7 Deck Crane Loads

The static and dynamic crane loads shall be based on data provided by the crane manufacturer. Preliminary design loads for the HSD-A crane shall be based on a 20 MT capacity crane. The crane must be capable of offloading 20 MT lift from Supply vessel and positioning the load within the lay-down area with unrestricted access to the wellbay area.

6.8 Dropped Object Loads

Main deck and laydown and other susceptible areas shall be designed to resist penetration by dropped objects. Local design of plating, grating and secondary beams in these areas shall include appropriate dropped objects loads. The design shall ensure that the damages are local and repairable. Any penetration and consequent onward travel of the dropped object to the adjacent areas shall be prevented. The design shall ensure that the impact energy is absorbed by the local plating, and the secondary and primary structures within the dropped object zone. The size and shape and height of the dropped objects shall be based on the hazard and safety assessments. As far as reasonably practicable, restrictive operating practices shall be developed to minimize the risk of dropped objects on critical equipment. If such restrictions are not feasible, suitable protection shall be provided.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


7.0 LOAD COMBINATIONS

7.1 Platform Loading Conditions

Structures are to be designed to resist load combinations derived from environment loads and gravity loads in accordance with this section. Area loading diagrams and load combinations shall be compiled prior to proceeding with the analysis.

Load Combination No.1 Design (extreme) storm condition and loads as per Tables A and B.

Load Combination No.2 Operating storm condition and loads as per Tables A and B.

Load Combination No.3 Design storm condition with jacket and drill deck only to check the capacity of the piling under the maximum uplift force. For uplift condition of jacket and piles the load condition shall consider drill deck only and 1-year storm in addition to minimum deck weight and 100-year storm (two separate loading conditions).

Load Combination No. 3a Design (extreme) storm condition, with jacket only (no deck loadings), in order to determine the impact of wave only on the jacket. (Not part of member stress checks.)

In summary, the design load combination for jacket analysis shall be as given in Table A.

7.2 Jacket Loadings

For Wellhead Platforms, the analysis for load combination Nos.1, 2 and 3 shall consider degraded soil conditions due to jack up rig.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Table A – Load Combinations for Jacket and Pile Ana lysis

Load Case Load Combination as Sum of Load

Case Percentage (%)

1a 2a 3 3a

Design (Extreme) Storm Wind, Wave & Current

100 N/A 100 100

Operating Wind, Wave & Current N/A 100 N/A N/A

Structural Dead Loads & Buoyancy and Marine growth.

100 100 100

(excludes Deck)

100 (excludes

Deck)

Equipment & Piping Dead Weight 100 100 0 0

Equipment & Piping Operating Contents Weight

100 100 0 0

Open Area Live Load (OALL) (for carry down)

** ** 0 0

Crane dead loads 100 100 0 0

Crane operating loads 0 0 100 100

Work over equipment (Coil Tubing) loads

0 100 0 0

Drill Deck 100 100 100 0

Flare Boom and Bridge Dead Load & Wind Load

100 100 0 0

Helideck Operating Loads 0 ** N/A N/A

Riser dead loads 100 100 100 100

** See Table in Section 6.2.3 (OALL) for applicable loadings.

All loading factors shall be reviewed by considering the platform design weight including a global design live loading contingency. For detailed design the total load shall be equivalent to the “Topsides Design Load”.

• The analysis shall include both minimum and maximum water depth cases.

• Applicable contingency factors shall be used in conjunction with the WCR and weight status.

7.3 Topsides Loadings

The entire deck structure including all primary trusses and frames with a representative jacket support shall be analyzed as a 3D space frame. In-plane shear restraint, representing deck plating shall be modelled. The level of detail in the model shall be consistent with the applied loads. All appurtenances contributing to wind loading shall be properly accounted for in the analysis. The topsides structural analysis shall be carried out as a minimum for the following loading combinations.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Table B – Load Combinations for Topsides Analysis

Load Case Load Combination as Sum of Load

Case Percentage (%)

1a 1b 2a 2b

Design (Extreme) Storm Wind 100 100 N/A N/A

Operating Storm Wind N/A N/A 100 100

Structural Dead Loads (includes Helideck)

100 100 100 100

Equipment & Piping Dead Weight 100 0 100 0

Equipment & Piping Operating Contents Weight

100 0 100 0

Open Area Live Load ** 0 ** 0

Uniform Area Load (for local design)

0 ** 0 **

Crane dead loads 100 100 100 100

Crane operating loads 0 0 100 100

Work over equipment (Coil Tubing) loads

0 0 100 0

Flare Boom and Bridge Loadings 100 100 100 100

Helideck Loading 0 0 ** 0

** See Tables in Sections 6.2.2 (UAL) and 6.2.3 (OALL) for applicable loadings.

All loading factors shall be reviewed by considering the platform design weight including a global design live loading contingency. For detailed design the total load shall be equivalent to the “Topsides Design Load”.

Applicable contingency factors shall be used in conjunction with the latest WCR and weight status.

Note: Deck loadings shall be able to be summarized separately from the jacket to determine impact of deck loads to overall global design. The point of origin for summary location shall be at the deck leg to pile work point transition elevation. However, the deck shall be an integral part of the 3D global structural model.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


8.0 ANALYSIS

8.1 In-place Static Analysis

8.1.1 General

The analysis shall be performed using a 3D space frame computer model representing the jacket, deck and pile foundation as the 3D model. The global model may be simplified by an accurate representation of environmental loading and equivalent structural stiffness taking into account beam/deck plate members in the topsides. Separate computer models may then be required to determine local load effects, particularly for fatigue design. Eccentricities at nodes shall be modelled where they fall outside the API RP 2A-WSD allowable limits. All primary eccentricities shall be included. At detail design, the model shall have correct member eccentricities and cut backs.

All appurtenances including boat landings, conductors and riser (present and future) shall be included in the model as appropriate. The contribution of non-modelled items to the dead weight and environmental loads shall be considered by means of added loads or factors on the members/joints where they are attached.

The jacket in-place analysis shall be based on non-linear support from the piled foundations. The piles will be modeled as an integral part of the structural system with non-linear p-y, t-z and q-z response curves simulating the non-linear soil behavior.

All other analyses shall be performed using linear elastic methods. All environmental loading shall be assumed acting concurrently in a given direction.

8.2 Fatigue Analysis

8.2.1 General

The tubular joints of the platforms subjected to repetition of stress due to the cyclic nature of wave loading shall be analyzed for fatigue endurance.

A detailed Dynamic Spectral Fatigue analysis shall be performed in accordance with API RP 2A-WSD.

8.2.2 Jacket Model

The jacket model will essentially be that used for the in-place analysis with non-linear foundation. Undisturbed soil properties shall be used to determine the super element matrix (linearized spring) for non-linear foundation by using the centre of fatigue damage wave. Dedicated stubs shall be included supporting the Risers and Conductors. Depending on the weld details, separate runs may be needed with dedicated S-N curves representing the joint details.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Modal analysis shall be performed with appropriate retained degrees of freedom to determine the fundamental frequencies of the platform. An appropriate number of modes shall be selected based on the analysis requirements.

The fatigue structure model should retain degrees of freedom and be developed based on the in-place model (using added mass where required).

Modifications from the in-place model to consider:

• 50% corrosion allowances to be considered for the members in splash zone.

• Retained degrees of freedom to be defined in the model.

• Cd = 0.5 for smooth member and Cd = 0.8 for rough member.

• Cm = 2 for both rough and smooth members.

• A damping factor of 2% of critical shall be used in the frequency analysis.

• Wave kinematic conductor shielding factor = 1

• Exclude wind loading.

• Normal operating loads for platform design condition

The mean water depth shall be used for the fatigue assessment.

8.2.3 Stress Concentration Factors

The joint SCF shall be determined from the following:

• For tubular to tubular joints un-grouted and un-stiffened, SCF shall be calculated using Efthymiou equations. The minimum SCF of 2.5 has been considered in the Fatigue analysis.

• For tubular joints with grouted chords, SCF shall be determined based on data on effective thickness given in C5.3.4 in API RP 2A-WSD.

• A minimum SCF of 1.5 and 2.5 shall be used for axial and bending stresses on the chord brace, respectively, for un-stiffened tubular joint connections.

• For ring stiffened joints, the SCF’s shall be in accordance with Lloyd’s Register of Shipping, with a minimum SCF of 1.0.

8.2.4 S-N Curve

Tubular joints will use the API WJ S-N curves for design. If weld profiling is required to increase the life of the joints, then refer to API RP 2A-WSD Table 5.5.3-1. Any weld profiling will be clearly marked on the design drawings.

8.2.5 Dynamic Amplification

Dynamic amplification shall be considered if the platform fundamental vibration period is greater than 3-sec. The single degree of freedom amplification formula will be used.

8.2.6 Fatigue Damage

Fatigue damage will be calculated at eight locations on the joint footprint circumference. The hot spot stress range for each wave will be calculated from the SCF and the nominal brace stresses. The permissible cycles for that stress range is then determined in accordance with the S-N curve. The total damage shall be calculated by using



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


Palmgren-Miner's hypothesis of linear cumulative damage. The cumulative damage is the summation of the damages from each wave of the fatigue seastate:

Cumulative damage ratio = ∑=

k

i i

i

N

n

1

where

K : Number of stress ranges considered

n : Number of cycles for a particular stress range, i

N : Corresponding permissible number of cycles at the same stress range, i, obtained from the design S-N curve

8.2.7 Fatigue Life

All joints shall have a minimum fatigue life for the operational life of the platform, in accordance with API RP 2A-WSD requirements.

8.2.8 Wave Scatter and Occurrence Data

All data is supplied in Appendix A and is derived from data addendum to Fugro Report: Metocean Design Criteria Block 15-2/01 Offshore Vietnam, Report No.: C50671/5979/R3 dated 11 March 2011. A gamma value of 1 is applicable for all directions.

8.3 Boat Impact Analysis

The Platform shall be designed to resist initial collision and meet the API RP 2A-WSD post impact criteria. As a minimum, load from an impact of a 1000 tonne displacement supply vessel drifting at 0.5 m/s (1 knot) shall be considered. The ship impact zone is defined as between EL(+) 4 m MSL to EL(-) 3 m MSL.

The following added mass coefficient shall be considered:

• Stern/Bow approach : 1.1

• Broadside : 1.4

The Platform shall be designed to meet the API RP 2A-WSD post impact criteria.

8.4 Installation Analyses for Jacket, Deck, Piles a nd Miscellaneous

All loadout, transportation, and installation analyses criteria is subject to MWS review and approval.

8.4.1 Loadout Analysis

The following conditions shall be used for the loadout analysis:

• Jacket skidded/trailer loadout analyses will assume that the structure is skidded/loaded out horizontally. A three-point support or a maximum of ±25 mm differential settlement at any support will be assumed for analysis purposes, which ever is less onerous. In addition, the design must account for the loading of the structure partially on the jacket and partially on the quayside by simulating barge heave on 2 supports and shall address resulting stability considerations. No increase in the allowable stress.



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• The topsides deck skidded/trailer loadout analyses shall consider the same differential settlement and support conditions as for the jacket specified above.

• The final loadout analysis and method of transfer of jacket/module to skid/trailers must meet all MWS requirements in addition to those specified herein. In addition, necessary local checks shall be performed to demonstrate the structural adequacy of the barge for the loadout resultant loads during all stages of loadout.

• Jacket and deck loadouts shall account for friction and break-out loadings.

• Dead load and rigging loads will be considered for the loadout analysis.

8.4.2 Transportation Analysis

The weights of any ship loose items and transportation seafastening shall be included where appropriate. Member and joint checks shall be performed to API RP 2A-WSD and AISC ASD allowable stresses, increased by ⅓.

The effects of motions shall be simulated for an assumed 300 ft long barge (Medium Vessel) with the structure(s) positioned so as to maximize the inertia. The jacket is assumed to be supported on the same supports for loadout and these supports shall be considered to transmit only the vertical loads associated with jacket dead loads. The seafastening shall be simulated to take all inertial forces due to barge motions. Relative displacements of support points on the barge are assumed negligible. All jacket tie down supports to be assumed pinned for jacket. The analyses will consider load combinations based on Noble Denton criteria:

• Gravity = Sum of all dead loads, acting vertically.

• Heave = Inertial loads, acting vertically caused by an acceleration of 0.2g.

• Roll = Inertial loads, acting laterally caused by a 20° angular rotation each side of the vertical in a 10-sec. period.

• Pitch = Inertial loads, acting longitudinally caused by 12.5° angular rotation each side of the vertical in a 10-sec. period.

In the absence of route specific sea-states, tow loads can be determined using Noble Denton motion criteria as appropriate. Dead load and rigging loads will be considered for the transportation analysis.

The following conditions as minimum should be included.

• Gravity loads ± Pitch ± Heave due to Head Seas

• Gravity loads ± Roll ± Heave due to Beam Seas

• Gravity loads ± Roll ± Pitch ± Heave due to Quartering Seas

A final analysis shall be carried out to suit the characteristics of the actual barge used. The transportation sea state shall be based on the 10-year return period wave statistically occurring on the tow route during the period of the transportation as recommended by the MWS.

8.4.3 Lift Analysis

The weights of pre-installed rigging, any ship loose items and transportation sea fastening will be included where appropriate. Unless advised to the contrary by the



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installation contractor and agreed by MWS, a minimum sling angle of 60° will be used for the analysis. The lifting hook will be located over the package COG. The actual tilt with the specified sling lengths will be assessed separately when known. A COG shift of 0.5 m for deck and 1 m for jacket from theoretical COG shall be considered for the lift analyses.

For statically indeterminate lifts the following shall be considered:

• Dry loads only should be used, together with weights for all preinstalled lifting gear, rigging platforms, installation aids, sea-fastenings, loose ship items, etc. The loads should be based on the WCR or after actual weighing completed.

• A DAF of 2 shall be applied to the lift weight of the item for the design of lifting frames, padeyes/trunnions and adjacent members.

• A DAF of 1.35 shall be applied to the lift weight for all other members transmitting lifting forces.

• Where a four sling arrangement is used to lift the item, the sling forces shall be split between the two diagonal pairs of slings in accordance with DNV.

• Static equilibrium during the lifting operation shall be ensured.

• Structural deflections shall be limited for deflection sensitive equipment, buildings and other items.

It is assumed that slings will be manufactured from cable laid steel wire ropes with spliced eyes at each end. Preliminary sling sizing for analysis purposes will be based on manufacturer's data with a FOS of 4 on the static load. The Elastic Modulus will be taken to be 36,000 N/mm2 based on gross area. Rigging shall be designed to limit tilt to within 2° about any axis.

The worse case loadings shall be assumed for the design input to the lift padeyes/trunnions. All lifting details to be designed in accordance with API RP 2A-WSD. An additional force of 5% of the maximum static sling force shall be taken into account, acting transversely to the padeye at the center of the pinhole.

For statically determinate lifts, the analyses will consider two load conditions, as follows:

• For lifting frames, padeyes and main load-carrying members connected to padeyes and both their end joints: DAF = 2.

• For other structural members, remote from padeye attachment points: DAF = 1.35.

Member and joint checks will be performed to API RP 2A-WSD and AISC ASD basic allowable stresses for all lift configurations.

The Lift design shall review the deck installation for a minimum of one barge case to determine following:

• Check capacity of Derrick barge for the given lift condition.

• Check clearances for lift between deck and Derrick Barge boom.

• Check boom length requirements of Derrick Barge for lifting deck at given radius with given sling lengths per the design, allowing for stabover of existing Drill Deck.



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8.4.4 Jacket Upending and Lowering Analysis

The option for jacket upending using controlled flooding system shall be included in the design. The free flotation analysis shall be carried out to:

• Determine the equilibrium position of the jacket in the water after lift-off from the barge.

• Develop a safe jacket positioning procedure that includes controlled flooding sequence in combination with a crane hook load within the operating range of the nominated derrick barge.

• Determine the reserve buoyancy of jacket.

• Impact to flotation/uprighting analysis with one leg flooded.

Note: this option is dependent on the jacket reserve buoyancy capacity requirements as defined by DNV.

If jacket upending assisted by crane then, an upending study shall be carried out to:

• Determine main and auxiliary hook loads and sling load and hook height for given Derrick Barge.

• Roll and pitch angles of jacket.

• Bottom clearance with seabed.

• Impact to flotation/uprighting analysis if one of the legs accidentally flooded.

This shall be achieved by performing a 3D hydrodynamic analysis covering at least 10 intermediate steps.

The platform structural components shall be designed for installation conditions scenarios subject to COMPANY/MWS review and approval.

Positioning padeyes/trunnions shall be designed in accordance with API RP 2A-WSD, for the maximum design sling loads during upending and levelling.

8.4.5 Jacket Installation over Exisitng Pre-drilled Live Wells

The HSD-A jacket will be installed over existing 2 pre-drilled live wells (sub-sea template for pre-drilled wells 5XP and 1P). For this condition, the jacket installation method shall be chosen to minimize offshore installation time and minimize impact to the existing pre-drilled live wells and jacket structure.

Detailed design considerations and loading scenarios shall be subject to COMPANY/MWS review and approval.

8.4.6 Unpiled Stability and Mudmat Design

Unpiled stability checks shall be performed on the jacket to provide information to assess the stability prior to pile driving. The installation wave height shall be taken 1-year storm condition, but not to exceed 3.5 m wave height, with a wave period of 6 sec. and a uniform current of 0.5 m/s .



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Mudmats shall be sized such that a factor of safety on the ultimate bearing pressure is equal to or greater than the following:

• Jacket alone, still water: 2

(The Still Water Level may be defined as LAT + 50% of Astronomical Tide)

• Jacket alone + installation wave: 1.5

Jacket installation loads will include the weight of the structure framing and appurtenances, less buoyancy. The on-bottom weight of the jacket shall include all its applicable set-down ballast and stabbed/hanging pile configurations. Resulting vertical loads on individual mudmats shall be calculated assuming the jacket acts as a rigid body.

Mudmat stiffeners and plate may be designed using yield line theory. Supporting beams, knee braces and end connections shall be designed such that maximum stresses are within API RP 2A-WSD and AISC ASD allowable for the still water condition or with ⅓ increase for the installation wave condition.

The jacket stability during installation to be checked for maximum and minimum gravity load conditions.

Stability checks to be done for

• Overturning stability (based on minimum gravity load condition)

• Bearing stability (based on maximum gravity load condition)

• Sliding stability (based on minimum gravity load condition)

The design shall include for various installation conditions for the pile installation sequence.

The required mudmat area configuration and layouts shall be determined based on the requirements from the on-bottom stability analyses. The mudmats shall be designed for the resultant soil pressures due to the maximum loads from the on-bottom stability analyses.

8.4.7 Pile Installation Analysis

Pile wall thickness and material grade transitions will be located assuming an over drive allowance of 3 m and an under drive allowance of 3 m. Pile sections will be checked for bending stresses during pick-up and rigging will be arranged to avoid overstressing. Suitable padeyes/lifting arrangement shall be provided to enable the safe handling of the pile sections. Allowable stick up lengths will be calculated to avoid overstressing during driving. Pile stick up lengths shall be limited to Kl/r < 200. Due consideration shall be given to the driving conditions likely to be encountered at the site and experience from previous installations. A minimum of two (2) different type of hammers shall be evaluated for each pile stick up section. The drivability analysis shall include both continuous driving and restart conditions. Maximum static and dynamic stresses shall not exceed API RP 2A-WSD recommended values.



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For preliminary drivability results refer to geotechnical reports:

• HSD-A Report No.: S6N/03-09-0469B Rev. 2

8.4.8 Topside Stabover Drill Deck

The Deck Design shall account for installing the Main Topside after the drill deck and Christmas tree(s) have been installed. To insure safe setting of the deck, a set of stabbing guides shall be installed at the top of the transition piece(s). The stabbing guide design shall account for Deck loadings during installation of the deck and insure the Deck can be installed safely with sufficient clearance from the Christmas tree(s).



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9.0 DESIGN

9.1 Boat Landing

There shall be two (2) boatlandings, one located on the Platform East side and one located on the Platform West side.

The following design loads shall be considered for the design of the boat landing:

• Impact loading associated with a 1000 MT vessel at 0.5 m/s plus added mass specified above in boat impact section.

• Environmental loading.

• Loading associated with installation.

Allowable stresses for the environmental storm and installation conditions shall be in accordance with the appropriate values given in API RP 2A-WSD.

Local denting shall be considered in absorbing part of the kinetic energy to be absorbed by the structure. Allowable stresses/acceptance criteria for the boat impact condition vary with the area of the structure under consideration as shown in table below:

Table - Allowable Stresses and Acceptance Criteria for Boat Impact

Structural Component Allowable Stress/

Acceptance Criteria

Boat landing Full plastic deformation

Connections between the boat landing and the jacket API RP 2A-WSD

allowable Jacket

The boat landing shall be detailed to allow a ±1 m elevation adjustment to compensate for variation in the installed height of the jacket. The boat landing shall be designed as removable and readily replaceable. Members shall be allowed to form plastic hinges under the design impacts forces.

The boatlanding shall have two (2) landing levels, to accommodate the tidal range.

At each boatlanding location (East and West) a pair of Barge bumpers will be installed. (One barge bumper on each leg).

9.2 Helideck

9.2.1 General

Each platform shall be provided with a helideck. Each helideck and its associated facilities shall be suitable for an MI-17/172 helicopter. Geometry of the helideck shall be confirmed.



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Design of helideck shall be in accordance with CAP 437.

9.2.2 Layout

The helideck shall be sufficient for one helicopter.

One stair for primary access and a ladder/another stair at opposite location for secondary access are required.

Safety netting shall surround the helideck completely, and shall have a minimum width of 1500 mm. Paint markings, sizes and colours will be as per HSE.

9.2.3 Helideck Component Design

The DNV Rule for Steel Ships may be used for the design of the deck plate for the helicopter wheel loads. Helideck components should be designed for the load combinations listed in HSE.

9.3 Blast and Firewall

The design blast overpressure and fire rating shall be established based on the requirements and recommendations from the safety studies.

The blast wall shall be designed as a stand-alone structure using ultimate strength design methods, with the blast energy being absorbed by plastic deformation of the structure. Design procedures shall be established and submitted to COMPANY for review and approval during the detailed engineering stage.

Passive fire protection material must be capable of maintaining the structural integrity at the design strain levels on the blast wall structure.

The wall supporting members on the deck shall be checked for the design loading imposed due to the resultant large lateral displacements of the wall.

9.4 Drill Deck

To facilitate the drilling campaign, the wellbay structure at cellar deck level is planned to be installed prior to installation of the topsides. The design of the drill deck will be such that if will be integrated as part of the cellar deck while maintaining same deck elevations.

The following design requirements are to be satisfied for the drill deck.

• Drill deck to be installed after installation of jacket and piles.

• Drill deck to be supported from the jacket Framing level at EL(+) 6.5 m. Jacket framing to be verified for drill deck loads including live loads.

• Drill deck along with jacket structure (prior to deck installation) to be verified against 10-year operating storm loads along with Live Load of 2.5 kPa on the wellbay structure. No marine growth to be accounted for wave loads. (Temporary condition)



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• Design check for drill deck shall include installation (lifting) analysis and local checks. Local checks for the drill deck shall consider a live load of 5 kPa on the wellbay area.

• Installation bumper guides, if required, to be designed in Detail Engineering to protect the wellheads from impact during deck installation.

• For global analyses, the drill deck is to be considered as part of the topside structure. A hook-up/beam insert shall be added at cellar deck level between drill deck and topside structure to transfer the lateral loads from the conductors.

Drill Deck shall include additional framing or walkway to access the Christmas tree valves.

9.5 Appurtenances

9.5.1 Conductors (T.B.A.)

The installation of the conductors is by others. All associated environmental loads on the conductor casings during in-service design condition must be considered.

9.5.2 Conductor Guide Framing (T.B.A.)

Jacket conductor guides will be needed to be oversized to allow for large OD couplings in the conductors. Design shall be for 42” ID guides for 36” conductors and 36” ID guides for remaining 30” conductors.

9.5.3 Crane

Crane shall be designed in accordance with API SPEC 2C and API RP 2A-WSD, with due consideration to dynamic and fatigue loads. The crane boom rest shall also be checked for motion induced forces during sea transportation. (See Section 6.7 for additional crane information.)

9.6 Miscellaneous Design

9.6.1 Lifting Point Design

Lifting point design will include specification of the shackles to be used during the package lift.

The lifting points will be designed for the maximum loadings from the Lift analysis cases combined with 5% lateral sling load applied at the centre of the pin with no increase in basic allowable stresses.

Shackles will be sized such that rated safe working loads are larger than or equal to static sling loads. Shackle rated capacities will be reduced if the padeye width is less than 80% of the jaw width. Each cheek plate thickness will not exceed the padeye main plate thickness.

The design of any fabricated steel items, such as link plates, connecting pins, trunnions or spreader bars will be to the same criteria as for the lifting points. DNV ruling for Lifting in Marine Operations shall be used as guide for the purpose.



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Lift Point locations must be pre-approved by COMPANY prior to start of any lift design or analyses.

9.6.2 Anode Design

All steel surfaces in the submerged zone will be protected against corrosion by a sacrificial anode system. Cathodic protection shall be provided using Aluminium-Zinc-Indium anodes in the immersed zone below EL(-) 4 m LAT.

The protection system shall be designed based on the requirements of DNV-RP-B401.

Anode connections to the structure shall be via a suitable doubler plate.

9.6.3 Anode Design

All steel surfaces in the submerged zone will be protected against corrosion by a

9.6.4 Docking Design for Jacket Installation

The HSD-A jacket will be installed over existing 2 pre-drilled live wells (sub-sea template for pre-drilled wells 5XP and 1P). The jacket to be docked on pre-drill wells pin with consideration of 10% of the jacket submerge weight as vertical docking load and 5% as horizontal design load with dynamic amplification factor of 1.20 as per Noble Denton Criteria, Guideline for Lifting Operations by Floating Crane Vessels, 0027/NDI.

9.6.5 Equipment Design

All VENDOR Equipment designs shall be reviewed and approved to verify the skid(s) can be safely lifted in fabrication yard and meet all API RP 2A-WSD requirements. In addition, the skid(s) structural framing must be reviewed to determine the proper support condition and design for the skid(s) placement on the deck.

9.7 Foundation Design

Piles shall be driven without drilling and without grouting to a depth necessary to ensure adequate safety against failure for the operating and 100-year storm conditions. The design axial pile capacities under compressive and tensile loading shall be determined by dividing the ultimate individual pile load by the factors of safety shown below.

Load Case FOS

Extreme storm environmental load case (compression) 1.5

Extreme storm environmental load case (tension) 1.5*

Operating conditions with Normal environmental load case 2

Note: * FOS shall be 2 for piles constantly loaded in tension.

⅓ increase basic allowable stress in storm conditions



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The soil data specified in the final report “Geotechnical Investigation Report for HST and HSD Locations” shall be used. The data are specific for each platform.

The SACS output file shall provide for each load case the axial, shear, moment, deflection and utilization factors along the entire length of the pile.

For dynamic and fatigue analyses, the foundation shall be linearized and represented by a set of equivalent pile springs/pile stubs or stiffness matrices which provide a similar stiffness to that of the complete non-linear pile-soil system.

For fatigue analysis, linearized spring is based on centre of damage wave.

A single load case removing the deck loadings shall be analyzed to determine separately the impact the deck loading has on the pile design.

9.8 Member Sizing

9.8.1 Deck Plate and Grating Design

Minimum thickness of deck plate shall be 10 mm, and that for wall plating on modules (if applicable) shall be 6 mm. Plate and grating spans shall not exceed 1200 mm. Plates shall be reinforced if concentrated loads are directly placed on plating. Plating and grating shall be designed for the design gravity loads.

9.8.2 Beam and Truss Design

Primary beams and trusses shall be designed for their full self weight, the dead weight of floor decking and primary beams, the operational and live loads used for the design of primary beams and any applicable environmental loading. The total loadings generated shall be adjusted so that they are equal to the total estimated deck weight, including allowances and contingencies.

Deck support reactions shall also be determined such that they are consistent with the total estimated weight. A COG shift of 0.5 m will be included for the in-place analysis, unless enough engineering work is completed to justify a reduction in the COG shift.

Walkway and accessway loading shall be used for local design only and not for global design of primary steelwork.

Deflections shall be limited to criteria based on equipment operating requirements specified by equipment suppliers or the following, whichever is less:

• Braces – no mandatory limit.

• Chords supporting pipework or equipment directly – Span/240 measured between, and relative to, truss nodes.

• Chords not directly supporting equipment, but supporting floor beams (govern by adjacent equipment with high sensitivities to level and alignment) – no mandatory limit.

• Chords, overall between bearings – Span/240.



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• Cantilevers supporting pipework or equipment directly – Span/180.

• Plating – L/200.

• Floor beams

� Beams supporting rotating equipment subject to dynamic loads – L/500 to L/1000.

� Primary beams – Span/240.

� Secondary beams – Span/240.

9.8.3 Handrails, Ladders, Walkways, Stairways and L andings

Handrails, ladders, walkways stairways and landings shall be provided in accordance with Project Standard Detail Drawings. All handrails shall comply with ABS and OSHA requirements. Handrails and their supports shall be designed to carry a horizontal load of 1 kN/m applied perpendicular to the top rail and along its entire length. Adjacent to muster stations and laydown areas the horizontal load shall increase to 2 kN/m. Handrailing shall be specified as removable where mechanical handling operations necessitate or at laydown areas. Handrail shall be used adjacent to laydown area and shall be made removable as well. Unless shown otherwise in drawings, the minimum clear width of stairways shall be 1000 mm.

9.8.4 Miscellaneous Details

Platform Identification Signs A minimum of four (4) platform identification signs shall be provided. Each sign shall be made from a 3 m x 1.25 m (L x B) aluminium plate with a thickness of 6 mm. The exact size, location, marking and mounting details shall be finalized during detailed engineering.

Jacket Leg Marking Markings on the jacket legs shall include the leg grid identification viz. A-1, A-2 etc. and elevations starting from 5 m below LAT, up to the top of jacket leg. The draft marking shall be in the form of paint stripes at every 0.5 m intervals. Details of the marking including size, location and orientation of shall be finalized during detailed engineering

Pile Marking Each pile section shall be marked with leg grid identification, and section number, at the top of the section. In addition, piles shall be marked with bands at every meter and partial bands at every 0.5 m along the length. Details of the marking including size, location and orientation of shall be finalized during detailed engineering.

The design drawings shall include a weight table specific to the lift weight for each pile section.

Conductor Marking Conductor marking shall be similar to pile marking.

Swing and Escape Ropes



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Swing ropes, suspended from the cellar deck shall be provided at the boat landing area. A minimum of two sets shall be provided at each landing level. Exact location, lengths and attachments to the deck shall be finalized during detailed engineering.

Rope escape ladders with wooden rungs and any required support framing shall be provided if specified on the safety equipment layouts.

Safety Equipment Supports All required supports and access for the safety equipment shall be provided based on the project requirements stated in the project and safety design basis documents.



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10.0 MATERIALS

10.1 Structural Steel

Typically, structural steel shall be categorized according to the application and the consequence of failure.

All the structural steel shall be to Structural Steel Material Specification (Doc. No.: GEN-0-00-S-SP-0001).

All Primary Steel shall be of minimum yield strength of 345 N/mm2 or higher. Steel with improved through thickness properties shall be used for all nodes/cans exceeding 19 mm in thickness, major lifting attachments and at locations where the steel will be subjected to through thickness stresses.

All mild steel with minimum yield strength of 250 N/mm2 can be to ASTM A36 or equivalent, with the exception that the Carbon content and Carbon Equivalent values shall be limited to 0.23 and 0.43 maximum respectively. Non-structural angle bar, channel, round bar, flat bar, handrails may be of ASTM A36 Steel.

10.1.1 Primary Steel

Primary steel shall be defined as the structural elements essential to the overall integrity and safety of the primary structure. Typically, these shall include the following:

• Main framing members and nodes of topsides and jacket.

• Deck legs.

• Main deck plate girders.

• Module padeyes and trunnions.

• Crane pedestals and pedestal connections to the main structure.

• Flare boom.

10.1.2 Secondary Steel

Secondary steel shall be defined as structural elements essential to the local integrity of the structure where failure of these members will not affect the overall integrity and safety of the primary structure.

Typically these shall include the following:

• Floor stringers and stiffeners.

• Deck plate.

• Stair towers and external walkways.

• Major pipe/service racks.

• In-deck tanks.

• Buildings.



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• Blast wall supports.

• Boat landing and mudmats.

10.1.3 Tertiary Steel

Tertiary steel shall mean all outfitting steelwork not essential to the main stability of the structure but providing a functional installation, safe working environment and allowing safe access.

Typically, these shall include the following:

• Internal walkways and stairways.

• Small platforms.

• Ladders.

• Minor pipe, equipment or service supports.

• Monorails and runway beams.

• Fire walls.

• Subsea clamps, anode supports and conductor guides.

10.2 Steel Grades

All steel to be used on the topsides structures shall be in accordance with the table below.



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Material Types

TYPE I

Description: API SPEC 2W or API SPEC 2Y Grade 50T plates with tested through thickness quality or equivalent.

Typical uses:

Primary steel cans/nodes, lift points, primary beam flange/web inserts ≥ 20 mm where through-thickness properties are required.

TYPE IA

Description: API SPEC 2W or API SPEC 2Y Grade 60T plates with tested through thickness quality or equivalent.

Typical uses:

Primary steel cans/nodes, lift points, primary beam flange/web inserts ≥ 20 mm where through-thickness properties are required.

TYPE II Description:

API SPEC 2W or API SPEC 2Y Grade 50T plate or equivalent.

Typical uses:

Primary & secondary fabricated tubulars & plate girders.

TYPE IIA Description:

API SPEC 2W or API SPEC 2Y Grade 60T plate or equivalent.

Typical uses:

Primary & secondary fabricated tubulars & plate girders.

TYPE III Description: API SPEC 5L Grade X-52 (PSL 2) or equivalent.

Typical uses:

Seamless pipe for primary & secondary members. (≥ 168 mm diameter)

TYPE IV Description:

ASTM A709 Grade 50T2/50T3, ASTM A131 Grade AH36, or equivalent (minimum Class B) .

Typical uses:

Rolled sections for primary, secondary members & plate (plate t ≥ 20 mm)

TYPE V Description: ASTM A36 or equivalent.

Typical uses:

Secondary and tertiary rolled sections & plate (plate t < 20 mm)

TYPE VI Description: API SPEC 5L Grade B (PSL 1) or equivalent.

Typical uses:

Seamless pipe for tertiary members.



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10.2.1 Steel Design Properties

Minimum Strength

Steel Type Thickness

Range

(mm)

Min. Yield Strength

(MPa)

Min. Tensile Strength

(MPa)

TYPES I & II All 345 483

TYPES IA & IIA All 415 517

TYPE III All 358 455

TYPE IV t ≤ 50 345 450

TYPE V t ≤ 20 250 400

TYPE VI All 240 415

Material Constants

• Young’s Modulus (E) : 200,000 N/mm2

• Shear Modulus (G) : 80000 N/mm2

• Poisson’s Ratio (υ) : 0.3

• Density (ρ) : 7850 kg/m3

• Coefficient of thermal expansion (α) : 12 x 10-6/°C

10.3 Grating

Grating panels shall be hot-dipped galvanized bearing members, 35 x 5 mm serrated type at 30 mm centres, cross bars 8 mm diameter at 100 mm centres.

10.4 Bolts

Bolting shall conform to the following:

• For structural steel to steel connections fasteners shall be carbon steel to ASTM A325M and shall be Fluorocarbon coated or equivalent.

• The clamp bolts shall be of Grade L7M to ASTM A320.

• Minimum bolt diameter for tensioning equipment shall be 24 mm.



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11.0 WEIGHT CONTROL REPORT (WCR)

11.1 General

A detailed weight inventory of all equipments and associated piping, bulk materials and consumable to be installed on the platform shall be maintained in the form of a WCR based on the estimated weights. The weight control activities shall comply with the project weight control procedures.

This report shall be a computer generated report in which various components, constituting the platform jacket and topsides, etc. shall be identified under separate heading and the weight assessment of each unit shall be made for the following conditions.

• In-place mode (for dry, operating and test conditions).

• Offshore lifting.

This Report shall be prepared separately for all the modules which will be identified to be lifted separately offshore.

11.2 Contingencies

The factors shown below shall be applied to the base weight to allow for estimate accuracy, design change and fabrication allowance.

Steel

Weight Status Code

Estimate Status Allowance/

Contingency

S6 Steel – Preliminary Estimate 20%

S5 Steel – Preliminary MTO 10%

S4 Steel – Preliminary model output 7%

S3 Steel – Final model output (prior to AFC) 5%

S2 AFC quality data 3%

S1 Weighed weight 1%



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Equipment

Weight Status Code


Contingency

E5 Preliminary estimate – based on historical data and limited design information

20%

E4 Preliminary VENDOR or catalogue information

15%

E3 Intermediate VENDOR information 10%

E2 Final VENDOR information 5%

E1 Weighed weight 1%

Bulks

Weight Status Code


Contingency

B6 Preliminary estimate/allowance 20%

B5 FEED/Preliminary MTO or calculated estimate

15%

B4 Intermediate MTO/partial CAD modelled 10%

B3 CAD modelled & engineered but not at AFC

7%

B2 AFC MTO/CAD modelled complete 3%

B1 Weighed weight 1%

General

Weight Status Code


Contingency

E1 3rd party supplied data (e.g. installation and hook-up contractors)

0%



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


12.0 DESIGN DOCUMENTATION

12.1 General

Detailed design documentation shall be provided for COMPANY and third party review, approval and certification requirements. The documentation includes, but not limited to:

• Structural analyses and design reports.

• Weight and COG reports.

A detailed document register shall be submitted for COMPANY review and approval at the commencement of the project. All documentation shall be prepared in the approved project standard format and submitted in accordance with the project schedule.

12.2 Design Basis and Design Briefs

The project structural design basis shall be updated and submitted to COMPANY review within 30 days of project award. The document shall be updated periodically to reflect the latest information, changes to design data and design developments.

12.3 Analyses and Design Reports

Detailed reports shall be prepared for all analyses and design work. The reports shall document the analyses and calculations performed to support the integrity of design for each design condition, including reference information, drawings and sketches. The report shall present a summary of the work performed, design criteria, assumptions, loads and load combinations, analyses methods, findings, results and conclusions, demonstrating the acceptability of the overall design. The reports shall include appropriate computer model information, including model plots showing joint and member numbers, geometry, code check parameters and member and joint unity check ratios. Detailed computer analyses models shall be presented in the form of hard copy of input files and summary output and also as electronic copy. All electronic files shall be systematically designated and cross-referenced in design reports/calculations for easy traceability. In addition, a CD of complete 3-D SACS model including all input and output files shall be issued to COMPANY.

All design reports shall be prepared, checked and approved by competent personnel within CONTRACTOR's organization and in accordance with project quality requirements, prior to submission to the COMPANY.

The reports shall be updated to reflect COMPANY/Certification Authority/MWS comments. Any revisions to weight/COG exceeding the tolerances considered for the analyses/design and changes to the previously agreed design criteria shall also required updating of the analyses and design reports.

12.4 Weight and COG Reports

Detailed weight and COG reports shall be prepared and periodically updated in accordance with the requirements in Section 10.0.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


12.5 Final Documentation

The final design documentation shall be in accordance with the project requirements. The documentation shall detail all work performed to substantiate the design and shall include final design and analyses reports and associated computer model files, design briefs, calculations, results, plots and all necessary documentation required.

Soft copies of the computer models for all in-service analyses and major pre-service analyses shall be provided in the native format of the software. The files shall be properly indexed and shall include all input files, worksheets, macros, run files, etc.



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


APPENDIX A WAVE OCCURRENCE DATA NORTH WESTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.010 0.008 0.000 0.000 0.000 0.000 0.000 0.0000.5 1 0.000 0.027 0.028 0.006 0.004 0.002 0.000 0.000 0.000

1 1.5 0.000 0.000 0.013 0.000 0.003 0.001 0.001 0.000 0.0001.5 2 0.000 0.000 0.003 0.000 0.003 0.006 0.000 0.000 0.000

2 2.5 0.000 0.000 0.001 0.004 0.000 0.001 0.000 0.000 0.0012.5 3 0.000 0.000 0.000 0.004 0.000 0.000 0.000 0.000 0.000

3 3.5 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

8 8.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0008.5 9 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total No. Occurrences (1 hr intervals for 51 years)

0.128 573 North West447048 All directions

NORTHHs Low Hs High Percentage of Total Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.011 0.003 0.001 0.000 0.000 0.000 0.000 0.0000.5 1 0.000 0.043 0.049 0.005 0.004 0.000 0.000 0.001 0.000

1 1.5 0.000 0.001 0.022 0.001 0.003 0.002 0.000 0.000 0.0001.5 2 0.000 0.000 0.005 0.000 0.000 0.008 0.001 0.000 0.000

2 2.5 0.000 0.000 0.003 0.001 0.000 0.006 0.001 0.000 0.0002.5 3 0.000 0.000 0.000 0.005 0.000 0.003 0.003 0.000 0.000

3 3.5 0.000 0.000 0.000 0.003 0.000 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


0.188 842 North447048 All directions

NORTH EASTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.085 0.039 0.007 0.000 0.000 0.000 0.000 0.0000.5 1 0.000 0.198 0.713 0.104 0.019 0.003 0.001 0.002 0.000

1 1.5 0.000 0.001 0.816 0.129 0.075 0.028 0.008 0.001 0.0001.5 2 0.000 0.000 0.224 1.128 0.070 0.064 0.014 0.002 0.000

2 2.5 0.000 0.000 0.009 2.705 0.021 0.047 0.034 0.002 0.0002.5 3 0.000 0.000 0.000 2.716 0.194 0.022 0.014 0.003 0.000

3 3.5 0.000 0.000 0.000 0.519 1.075 0.012 0.006 0.002 0.0003.5 4 0.000 0.000 0.000 0.012 0.709 0.010 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.001 0.225 0.004 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.038 0.006 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.002 0.007 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


12.127 54215 North East447048 All directions



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


EASTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.755 1.113 0.160 0.024 0.000 0.005 0.009 0.0000.5 1 0.000 1.401 8.757 1.758 0.534 0.181 0.026 0.036 0.006

1 1.5 0.000 0.001 6.463 3.721 0.365 0.256 0.089 0.017 0.0061.5 2 0.000 0.000 0.583 7.711 0.128 0.102 0.075 0.007 0.002

2 2.5 0.000 0.000 0.000 4.330 0.111 0.023 0.029 0.000 0.0042.5 3 0.000 0.000 0.000 1.186 0.217 0.010 0.002 0.003 0.000

3 3.5 0.000 0.000 0.000 0.061 0.287 0.014 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.000 0.072 0.002 0.001 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.021 0.004 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.004 0.009 0.002 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.003 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


40.684 181878 East447048 All directions

SOUTH EASTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.731 2.204 0.056 0.002 0.001 0.001 0.000 0.0000.5 1 0.000 0.173 3.027 0.250 0.153 0.087 0.013 0.010 0.000

1 1.5 0.000 0.000 0.123 0.009 0.021 0.079 0.007 0.001 0.0011.5 2 0.000 0.000 0.004 0.006 0.000 0.010 0.002 0.000 0.000

2 2.5 0.000 0.000 0.000 0.005 0.000 0.001 0.001 0.000 0.0002.5 3 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.000

3 3.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


6.986 31233 South East447048 All directions

SOUTHHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.811 1.247 0.037 0.003 0.002 0.002 0.001 0.0000.5 1 0.000 0.281 0.543 0.129 0.137 0.055 0.006 0.005 0.000

1 1.5 0.000 0.000 0.005 0.012 0.024 0.059 0.007 0.001 0.0001.5 2 0.000 0.000 0.000 0.000 0.001 0.012 0.005 0.000 0.000

2 2.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0002.5 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

3 3.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


3.385 15132 South447048 All directions



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


SOUTH WESTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 1.647 1.181 0.024 0.002 0.002 0.000 0.002 0.0000.5 1 0.000 2.001 9.028 0.252 0.102 0.055 0.024 0.031 0.002

1 1.5 0.000 0.000 8.233 0.254 0.028 0.153 0.053 0.006 0.0041.5 2 0.000 0.000 1.783 1.069 0.002 0.062 0.025 0.002 0.007

2 2.5 0.000 0.000 0.005 0.496 0.001 0.002 0.006 0.000 0.0002.5 3 0.000 0.000 0.000 0.067 0.000 0.000 0.000 0.000 0.000

3 3.5 0.000 0.000 0.000 0.003 0.001 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


26.613 118975447048 All directions

WESTHs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 162 4 6 8 10 12 14 16 18

0 0.5 0.000 0.307 0.077 0.006 0.000 0.000 0.000 0.000 0.0000.5 1 0.000 0.958 4.276 0.015 0.016 0.006 0.001 0.004 0.000

1 1.5 0.000 0.000 3.600 0.013 0.014 0.014 0.002 0.004 0.0001.5 2 0.000 0.000 0.368 0.135 0.001 0.007 0.001 0.001 0.000

2 2.5 0.000 0.000 0.001 0.049 0.000 0.000 0.000 0.000 0.0002.5 3 0.000 0.000 0.000 0.008 0.000 0.000 0.000 0.000 0.000

3 3.5 0.000 0.000 0.000 0.002 0.000 0.000 0.000 0.000 0.0003.5 4 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000

4 4.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0004.5 5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0005.5 6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0006.5 7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7.5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0007.5 8 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000


9.887 44200 West447048 All directions



TLJOC


Date: 03/06/2011

Rev. : C01 of 58


OMNI DIRECTION

Hs Low Hs High Number of Occurrences

0 2 4 6 8 10 12 14 16

2 4 6 8 10 12 14 16 18

0 0.5 0 4.357921 5.870734 0.290797 0.031093 0.005369 0.007605 0.012079 00.5 1 0 5.080886 26.42065 2.518522 0.969247 0.390562 0.07091 0.088134 0.008277

1 1.5 0 0.003579 19.27534 4.139824 0.532605 0.590764 0.166201 0.029974 0.0109611.5 2 0 0 2.96948 10.05015 0.2049 0.271112 0.123477 0.012527 0.008724

2 2.5 0 0 0.020356 7.589789 0.133319 0.080305 0.071357 0.002684 0.0053692.5 3 0 0 0.000224 3.986597 0.411142 0.03579 0.018343 0.00604 0

3 3.5 0 0 0 0.588304 1.363612 0.025501 0.006263 0.00179 03.5 4 0 0 0 0.014764 0.781124 0.011632 0.001342 0 0

4 4.5 0 0 0 0.001566 0.246282 0.007158 0 0 04.5 5 0 0 0 0.000447 0.04183 0.014987 0.001566 0 0

5 5.5 0 0 0 0.000224 0.002908 0.010066 0 0 05.5 6 0 0 0 0 0.000671 0.000224 0 0 0

6 6.5 0 0 0 0 0.000671 0.000895 0 0 06.5 7 0 0 0 0 0.000447 0.001118 0 0 0

7 7.5 0 0 0 0 0.000224 0.000447 0 0 07.5 8 0 0 0 0 0 0 0 0 0

8 8.5 0 0 0 0 0 0 0 0 08.5 9 0 0 0 0 0 0.000224 0 0 0

100.000 %

SUMMATION OF OCCURRENCES FOR 8 WAVE DIRECTIONS IN PERCENTAGE

hsd 0 ge s db 001 (structural bod) c01

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