techinical specificaiton

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Constructionat the Free Po

Contract

D

Bidding Documents

f the New Fuel Unloart of Monrovia, Republi

o.: MPW-IIU/URIRP/FUF-LPRC/

ecember 2011

ing Facility c of Liberia

01/11


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Part 2

Section VI Employers Requirements

Table of Contents

Contents

1 INTRODUCTION 7

2 FUNCTIONAL REQUIREMENTS 82.1 General Criteria and Site Data 92.1.1 Design Life 92.1.2 Units 102.1.3 Standards and Codes of Practice 102.2 Site conditions and Environmental data 112.2.1 Materials and Workmanship 142.2.2 Durability 142.3 Marine structures 142.3.1 General Criteria for Marine Structures 142.3.1.1 Design Vessels 15

2.3.1.2 Seismic design 162.3.1.3 Analysis 162.3.1.4 Pile Design 182.3.1.5 Mooring Lay-out 182.3.2 Unloading platform 192.3.3 Access trestle 212.3.4 Breasting dolphins 232.3.4.1 Fendering 242.3.5 Mooring dolphins 272.3.6 Catwalks 282.3.7 Pump house 292.3.8 Miscellaneous Items 31

2.3.8.1 Services and utilities 312.3.8.2 Jetty Lighting 322.3.8.3 Aids to Navigation 322.3.8.4 Corrosion Protection 322.3.8.5 Hose Area and Manifolds 322.3.8.6 Reference coordinate for the position of the main jetty 332.3.9 Dredging works 332.3.10 On shore facilities 332.3.11 Existing facility 332.4 Mechanical and electrical Functional Requirements 332.4.1 General Requirements 34

2.4.1.1 Design life 342.4.1.2 Standards and Codes of Practice 34


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2.4.1.3 Performance testing and Equipment manuals 352.4.2 Trestle Pipe Rack 352.4.3 Platform Equipment 362.4.4 Fire Fighting 372.5 Corrosion Protection 382.5.1 Electrical Works 39

3 GENERAL EMPLOYERS REQUIREMENTS 413.1 Project Execution 413.2 Quality Assurance 413.3 Environmental Compliance 423.4 Contractors Design and Documentation 423.4.1 Contractors Design Submissions 433.4.2 Issue of Design Submissions 433.4.3 Technical Specifications 433.4.4 Construction Drawings 44

3.4.5 As-built Drawings and Final Calculations 443.4.6 Operation and Maintenance Manuals 453.5 Progress Control 453.6 Health and Safety 463.6.1 Site Safety 463.6.2 Safety Plan 463.6.3 Training 463.6.4 Personal Protective Equipment 463.6.5 Life Lines, Motorized Rescue Boat, Etc. 47

4 TECHNICAL SPECIFICATIONS 47

4.1 General specifications 474.1.1 Facilities for Personnel 474.1.2 Safety and security of the Site 474.1.3 Employers Regulations on Site 484.1.4 Use and Care of Roads 484.1.5 Disruption to Neighbouring Works 484.1.6 Setting Out 484.1.7 Facilities for Employers staff 484.1.8 Contractors Laboratory 494.1.9 Testing of Materials and Workmanship 494.1.10 Site Cleanliness 494.1.11 Access for Third Parties 50

4.1.12 Electricity, Water and other Services 504.1.13 Publicity and Public Relations 504.1.14 Port Operations and General Information 504.1.15 Tidal Levels 514.1.16 Site Access 514.1.17 Radio Communication 524.1.18 Restriction on Use of Public Roads 524.1.19 Traffic Safety Measures 524.1.20 Temporary Approaches & Diversion of Existing Rights of Way 524.1.21 Existing Services 524.1.22 Removal of Public Utility or Privately Owned Services, Etc 53

4.1.23 Scaffolding 534.1.24 Records 53


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4.1.25 Port Regulations 534.1.26 Lighting, Marking, Buoying and Watching 534.1.27 Navigation 544.1.28 Liability for Damage to Shipping 544.1.29 Floating Plant 544.1.30 Avoidance of Nuisance 554.1.31 Underwater Obstructions 554.1.32 Temporary Moorings 554.1.33 Port Charges 554.1.34 Radio Transmissions 554.1.35 Diving 564.1.36 Removal of Sunken Vessels and Offshore Plant 564.1.37 Debris in the Sea 564.1.38 Existing Ground Levels 564.1.39 Emergency Arrangements 564.1.40 Delivery, Handling and Storage of Materials 57

4.1.41 Construction Plant 574.1.42 Defective Work 574.1.43 Surveys 584.2 Dredging 584.2.1 General 584.2.2 Dredging Plant 594.2.3 Dredging in Any Materials 594.2.4 Tide Levels 594.2.5 Position Controls 594.2.6 Survey 604.2.7 Dredging Tolerances 60

4.2.8 Side Slopes 604.2.9 Disposal of Dredged Material 614.2.10 Siltation 614.2.11 Sweeping 614.2.12 Daily Records 624.2.13 Existing Operation 624.2.14 Method Statement 624.3 Piling Work 624.3.1 General 624.3.2 Materials 634.3.3 Handling and Storage of Piles 644.3.4 Fabrication and Splicing of Steel Piles 64

4.3.5 Pile Identification 664.3.6 Damage to Piles 664.3.7 Pile Design 664.3.8 Piling Method Statement 674.3.9 Installation of Tubular Steel Piles 684.3.10 Tolerances 694.3.11 Preparation of Pile Heads 694.3.12 Piling Programme 704.3.13 Records 704.3.14 Obstructions 714.3.15 Reinforced Concrete Riling 71

4.3.16 Pile Testing 714.3.17 Dynamic Pile Testing 77


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4.3.18 Pile Anchors 774.4 Concrete Works 784.4.1 General 784.4.2 Cement 784.4.3 Aggregates 794.4.4 Silica Fume for Concrete 804.4.5 Admixtures 814.4.6 Storage and Delivery of Aggregates 824.4.7 Washing of Aggregates 824.4.8 Water 824.4.9 Concrete 824.4.10 Trial Mix and Workability 834.4.11 Production and Delivery 844.4.12 Ready Mixed Concrete 864.4.13 Placing 874.4.14 Blinding layer 87

4.4.15 Curing 874.4.16 Concreting in Hot Weather 884.4.17 Testing 894.4.18 Formwork 904.4.19 Embedded Articles 924.4.20 Surface Finish 924.4.21 Reinforcement 934.4.22 Bending of Reinforcement 934.4.23 Welding of Reinforcement 944.4.24 Placing of Reinforcement 944.4.25 Cover to Reinforcement 95

4.4.26 Cutting Concrete 954.4.27 Faulty Works 954.4.28 Joints 954.4.29 Tolerances 964.4.30 Precast Concrete 964.4.31 Method Statement 974.4.32 Bedding of Precast Units 974.4.33 Waterproofing 984.5 Structural Steelwork 1004.5.1 Steelwork and Connections - General 1004.5.2 Materials 1004.5.3 Documentation and Submissions 101

4.5.4 Handling, Storage and Transport 1034.5.5 Fabrication of Steelwork 1044.5.6 Erection of Structural Steelwork 1094.5.7 Tolerances 1104.5.8 Testing and Inspection of Steelwork 1124.5.9 Miscellaneous steelworks 1154.6 Corrosion Protection 1164.6.1 Structural Steelwork 1164.6.2 Schedule of Colour Finishes 1174.6.3 Protective Treatments 1174.6.4 Painting 117

4.6.5 Safety 1184.6.6 Storage of Paint 118


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4.6.7 Sampling and Testing 1184.6.8 Paint Trial 1194.6.9 Prepared Surfaces 1194.6.10 Preparation of Bare Metal Surfaces 1204.6.11 Paint Preparation 1214.6.12 Paint Application 1214.6.13 Shop Painting 1234.6.14 Storage of Steel and Fabricated Steelwork 1234.6.15 Metal Coatings 1234.6.16 Handling of Coated or Painted Steelwork 1244.6.17 Repairs to Damaged Area 1254.6.18 Bolted Connections 1254.6.19 Welded Joints 1254.6.20 Treatment of Completed Joints 1264.7 Fixtures and Fittings 1264.7.1 General 126

4.7.2 Miscellaneous Metalwork 1264.7.3 Life-Saving Equipment 1274.7.4 Metal Decking 1274.7.5 Fendering 1274.7.6 Quick Release Mooring Hooks 1284.7.7 Bolted Connections 1304.7.8 Tide Gauges 1304.7.9 Navigation Lights 1304.7.10 Depth Contour Buoys 1314.8 Drainage and Services 1314.8.1 Floor Drains Jetty 131

4.8.2 Cable Ducts 1314.8.3 Ducts 1324.9 Geotechnical Investigation 1324.9.1 Boring activities 1324.9.2 Boreholes 1324.9.3 Marine Equipment 1334.9.4 Laboratory Analyses 1334.9.5 Deliverables 1334.9.6 References 133

5 DRAWINGS 133

6 SUPPLEMENTARY INFORMATION 134

7 ANNEX 1 ESTIMATED BILL OF QUANTITIES 134

1 INTRODUCTION

Part 2 of the Bidding Documents set out the Employers Requirements. These requirements aredivided in the following items:

Chapter 2 Functional RequirementsThis is a description of the works


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Chapter 3 General SpecificationsThis includes requirements with respect to the project execution, quality assurance,environmental protection, design and the submission of design information to theEmployer, progress control and health and safety

Chapter 4 Technical SpecificationsThis describes the material and workmanship specifications

Chapter 5 DrawingsThe reference design drawings are included in this chapter, presenting the referencedesign for bidding purposes

Chapter 6 Supplementary InformationReference documents are included in this chapter

2 FUNCTIONAL REQUIREMENTS

This part of the Bidding Documents sets out the performance specifications and design criteria theContractor shall follow. This includes both the functional requirements for the civil and marine works,and the requirements for the mechanical and electrical works.

The civil and marine works are described in chapter 2.3, followed by the mechanical and electricalworks in chapter 2.4.

The new fuel unloading facility (FUF) shall be designed for the import of gasoil, gasoline and Jet A1 /

Kerosene.The overall scope of work includes the detailed design and construction of the following maincomponents of the new FUF:

The unloading platform The access trestle The breasting dolphins The mooring dolphins The catwalks The pump house Dredging works

Based on the functional requirements a reference design is prepared for the new fuel unloadingfacility. The following drawings describe the reference design. These drawings are included inChapter 5 of this part of the Bidding Documents.

9V1468.03.001 General Layout Existing Situation9V1468.03.002 Jetty Layout9V1468.03.003 Loading Platform Layout and cross sections9V1468.03.004 Access Trestle Layout and cross sections9V1468.03.006 Pump House Platform Layout and cross sections9V1468.03.007 Pump House Building Layout, cross sections and views9V1468.03.008 Electrical Systems

9V1468.03.009 Flow Diagram9V1468.03.010 Mooring Dolphins Layout and views


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9V1468.03.011 Breasting Dolphins Layout and views

It must be noted that this reference design is for bidding purpose only. The Contractor may use thisdesign as reference for the preparation of his design. Ultimately, the Contractor will become fullyresponsible for the input data used and for the design of the FUF.

2.1 General Criteria and Site Data

This chapter gives an overview of the general design criteria for the detailed design and constructionof the civil works of the new FUF. This includes:

Design life Standards and Codes to be adopted Site conditions and environmental data

2.1.1 Design Life

The design life is defined as the period for which structural elements, services, drainage systems,etc. are to be used for their intended purposes with acceptable maintenance, but without major repairand/or replacement being necessary.

At the end of the design life the structures shall comply with the design ultimate and serviceabilitylimit states. Due regard shall be given in design to any corrosion loss during the design life.

Design life for the Works is defined in the table below.

Element Design

Life

Maintenance

Interval

Routine Maintenance

by Employer

Unacceptable Repair

or Maintenance

Buildings,

including services

and utilities

50 years 5 years Routine inspection of

services and utilities.

General repairs and re-

coating

Replacement and repair of

walls, roofs, floors and

foundations required for

structural integrity

Slopes and

revetments

50 years 15years Routine inspection and

replacement of minor rock

damage

Replacement or re-grading

of rock armour, involving

damage exceeding 5% of

revetment area. Repair of

slumping

Steelwork 50 years 15 years Re-coating of protective

treatment systems

Cutting out/replacement of

defective/corroded steel.Welding of steel plates

onto existing steel

structures/elements

Fencing, barriers

and gates

50 years 15 years Replacement of corroded

mesh & straining wires

Replacement of posts &

foundations

Marine structures

reinforced

concrete

50 years 50 years None Cutting out/replacement of

defective/spalled concrete

and corroded

reinforcement

Other concrete

work

50 years 25 years Routine inspection of top

surface, visible andaccessible parts


defective/spalled concreteand corroded


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Element Design

Life

Maintenance

Interval

Routine Maintenance

by Employer

Unacceptable Repair

or Maintenance

reinforcement

Marine structures

steel piling;cathodic protection

50 years 20 years Re-coating of protective

treatment system;Replacement of anodes,

power supplies


defective/corroded steel.Welding of steel plates

onto existing steel

structures/elements;

Replacement of cabling or

bonding.

Other piling works/

foundations


surface, visible and

accessible parts


concrete or steel elements

Corrosion

protection (coating

of piles)


coating and repairs after

damage

Replacement of coating

Pavements 50 years 20 years Repair of localised damage Any removal/ replacement

to correct out of tolerance

settlement

2.1.2 Units

Metric units shall be used, in accordance with the Systme International d'Units (SI).

2.1.3 Standards and Codes of Practice

Wherever reference is made in the Contract to specific standards and codes to be met by the goodsand materials to be furnished, and work performed or tested, the provisions of the latest currentedition or revision of the relevant standards and codes in effect shall apply, unless otherwiseexpressly stated in the Contract. Where such standards and codes are national, or relate to aparticular country or region, other authoritative standards that ensure a substantially equal or higherquality than the standards and codes specified shall be accepted subject to the Project Managersprior review and written consent.

Differences between the standards specified and the proposed alternative standards shall be fullydescribed in writing by the Contractor and submitted to the Project Manager at least 28 days prior tothe date when the Contractor desires the Project Managers consent. In the event the ProjectManager determines that such proposed deviations do not ensure substantially equal or higherquality the Contractor shall comply with the standards specified in the documents

The design shall comply with the latest versions of internationally recognised codes of practice suchas the Eurocodes (EN), the British Standards (BS) or the German Codes (DIN). Where the BritishStandards referred to in these Bidding Documents are superseded by Eurocodes, the equivalentEurocodes (with British National Annexes) shall be used.The Contractor shall confirm the codes and design standards proposed for the works prior to startingthe design. The codes and design standards shall be subject to the approval of the Employer.

It shall be the responsibility of the Contractor to ensure that the codes and design standards used

shall fulfil the mandatory minimum requirements of Liberian Codes of Practice.


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A suggestion for codes to follow is given below.

Design of concrete, steel and foundations:Eurocodes including but not limited to:1990 Eurocode 0 Basis of design1991 Eurocode 1 Actions on structures1992 Eurocode 2 Design of concrete structures1993 Eurocode 3 Design of steel structures1997 Eurocode 7 Geotechnical design1998 Eurocode 8 Design of structures for earthquake resistance

Reinforced Concrete Design:

Eurocode 2: Design of concrete structuresBS 8110: Structural use of concrete, Part 1

Steel Structures Design:

Eurocode 3: Design of steel structuresBS 5950: Structural use of steelwork in buildings.

Materials and Workmanship:

The design and construction of all buildings shall generally be in accordance with Part 2Chapter 4 of these Bidding Documents unless otherwise approved by the Employer.

Foundations:

Eurocode 7: Geotechnical designBS8004: 1986: Foundations.Minimum factor of safety for foundations shall be 2.5.Foundation design shall allow for the possible settlement of the existing fill and shall limitsettlement to prevent damage to the structure.

Marine StructuresBS6349: Maritime structures, Part 1 General CriteriaBS6349: Maritime structures, Part 2 Quay Walls, Jetties and DolphinsBS6349: Maritime structures, Part 1 Fendering and Mooring

Seismic Loads:

Eurocode 8: Design of structures for earthquake resistanceDesign of all buildings and foundations shall include seismic loadings.The peak ground acceleration is 0.6m/s2, in accordance with the seismic hazard map.(refer section 2.1.3 of this part, Site Data)The seismic design of the jetty structure and its components shall be carried out usingperformance-based design methods as described in the Seismic design guidelines for

port structures, PIANC Working Group 34, 2001 (WG34) and Performance-BasedSeismic Engineering of Buildings, Version 2000 Committee, SEAOC.

2.2 Site conditions and Environmental data

Relevant site data, including environmental conditions, is summarized in the following table.

Item Specification

Reference Level The Chart Datum (CD) is Mean Low Water Spring (MLWS)Coordinate System UTM coordinates (WGS84) shall be used.Bathymetry and

Design levels

The current bottom level at the fender line of the existing

jetty is CD -10.0m and is sloping up towards the southbreakwater (first 50m 1v:10h and further 1v:70h).


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Item Specification

A survey has been performed by the Royal Dutch Navy inDecember 2009. A copy of the survey results is presented inChapter 6 for information purpose. This and any othersurvey information (bathymetric, topographic etc) is providedwithout warranty regarding accuracy. The Contractor isrequired to check and confirm accuracy before commencingthe Works. The Contractor shall undertake further surveysas he deems necessary.

The bathymetry is also shown on reference drawing9V1468.03/001

Construction bottom level of the new FUF will be CD -11.0m.Sloping up with 1v:5h till the existing bottom profile isreached. The design bottom level will be CD -15.0m at the

fender line of the new FUF and sloping up with 1v:5h, till theexisting bottom profile is reached.

Soil Conditions At the location of the new FUF the top layer consist of mud,clay, silt and sand over the first two meters. In deeper layerssand mostly prevails. In addition, there is a possibility of thepresence of bedrock below 30m depth.Geotechnical investigations were carried out in 1978/79 byRhein Ruhr Ingenieur Gesellschaft Mbh. Details of thisinvestigation are included in Chapter 6. The Contractor shallbe responsible for the interpretation of this data and shall

confirm the soil conditions by performing additional soilinvestigations before commencing the Works.These additional geotechnical site investigations areincluded in the scope of work in order to determine the localsoil conditions and design parameters for the foundations.In his tender submission the Contractor shall provide detailsof the testing that he intends to carry out. It is theresponsibility of the Contractor to provide a design which willaccommodate the ground conditions as encountered duringinvestigation and construction.

Earthquake Monrovia is located on a transition of green and dark green

area on the GSHAP map of the UN for Africa, refer to theseismic hazard map on the following page. For the design aPeak Ground Acceleration (PGA) at bedrock level of 0.6m/s2

shall be used. Any reduced accelerations based on localseismic hazard data may be used after approval by theEmployer.


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Item Specification

Tidal levels The following tidal levels apply:- Highest High Water (HHW): CD +1.57m- Mean Sea Level (MSL): CD +0.70m- Mean Low Water Spring (MLWS): CD +0.00m- Lowest Low Water (LLW): CD -0.10m

Long term sea level

rise

Storm set up A storm set up of 0.50m shall be taken into account in the

design

Wind Limited information is available for wind speeds across theproject area. A maximum stay-at-berth wind speed of 17m/smust be considered for the design. At higher wind speedsthe tankers will no longer be moored at the new FUF.

Waves Wave conditions inside the port area:Operational condition: Hs = 0.5m, Tp = 5s 10sExtreme condition: Hs = 1.0m, Tp = 5s 10s

Currents Current conditions inside the port:

0.1m/s

years 1 5 10 25 50 100SLR Average 0.00m 0.02m 0.04m 0.09m 0.18m 0.35mSLR Upper limit 0.01m 0.03m 0.05m 0.13m 0.25m 0.50m

Sea Level Rise (SLR):


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The report mentioned for the soil investigations that was produced in 1978/79 by Rhein RuhrIngenieur Gesellschaft GmbH, also contains information with respect to the tides, wind and waves.Relevant extracts from the report are included in Chapter 6. Full details are available to view in theEmployers office. The Contractor will be responsible for the interpretation of this data and shallconfirm the information by performing additional (site) investigation.

2.2.1 Materials and Workmanship

Materials, equipment and workmanship including testing shall conform to the following:

The latest revision of the applicable standards The minimum requirements stated in the Materials and Workmanship Specifications contained

within Part 2 Chapter 4 of the Bidding Documents;

In case of discrepancy the more onerous requirements shall govern.

2.2.2 Durability

All structures shall be designed to meet the durability requirements set forth in the BiddingDocuments and the Codes used.

The design of the concrete mix for all structures shall take account of the location of the Site and thenature of the products to be handled over the jetty. The concrete mix shall include suitable additives,such as silica fume, designed to reduce the porosity of the concrete.

All steelwork shall have a suitable corrosion protection system capable of achieving the requireddesign life. This shall consist of a coating, galvanising, a corrosion allowance on the steel thickness,cathodic protection, or a combination of these.

2.3 Marine structures

2.3.1 General Criteria for Marine Structures

Within this section, the Functional Requirements for particular elements of the marine works are setout based on the following subheadings as appropriate:

Work Scope

Function

Particular Requirements

All items within each section shall be taken into account both individually and in combination in orderto achieve the required finished product.

The detailed work scope and function for the individual elements are included in separate sectionsbelow.


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The main structural elements are:

The unloading platform

The access trestle The breasting dolphins

The mooring dolphins

The catwalks or access walkways

The pump house

Dredging works

The other elements include;

Pile design

Fendering

Mooring

The design criteria to be used for the structures are stated and the design requirements for particularelements including are given.

2.3.1.1 Design Vessels

The new FUF shall be designed to accommodate tankers ranging between 10,000 DWT and 60,000

DWT. The design vessels presented in the following table are taken from PIANC Report nr. WG33,Guidelines for the design of fender systems, 2002, Appendix C. table C1.

Dead Weight Tonnage [te] 10,000 20,000 30,000 40,000 50,000 60,000

Displacement [te] 14,300 27,700 40,800 53,600 66,400 79,000Length Overall [m] 127.0 158.0 180.0 196.0 211.0 223.0Length Between

Perpendiculars

[m] 121.0 151.0 173.0 189.0 204.0 216.0

Breadth [m] 20.8 25.8 29.2 30.8 32.3 35.2Depth [m] 10.0 12.8 14.8 16.2 17.6 18.8Ballasted Draught* [m] 6.7 7.6 8.4 8.9 9.2 9.5

Loaded Draught [m] 7.9 9.6 10.9 11.8 12.6 13.3Ballasted Freeboard* [m] 3.3 5.2 6.4 7.3 8.4 9.3

Loaded Freeboard* [m] 2.1 3.2 3.9 4.4 5.0 5.5

Wind Lateral Area

- Ballasted Condition

- Full Load Condition

[m2]

[m2]

1,090688

1,6501,010

2,0901,270

2,4601,480

2,8301,690

3,1501,870

Wind Front Area

- Ballasted Condition

- Full Load Condition

[m2]

[m2]

303255

443355

554430

644489

734548

809595

* Estimated values

- Loaded Freeboard = Depth Loaded Draught

- Ballasted Freeboard = Wind Lateral Area Full Load Condition / Wind Lateral Area Ballasted Condition * Loaded

Freeboard


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- Ballasted Draught = Depth Ballasted Freeboard

2.3.1.2 Seismic design

In accordance with the definitions of the Level 1 and Level 2 seismic events given in WG34 (Pianc),the over-riding requirements for the seismic design shall be:

Level 1 Serviceable

Level 2 Repairable

This is equivalent to performance grade A.

For the jetty structure, these terms can be further defined as follows:

Serviceable ship loading operations can recommence immediately after the seismic event whileminor repairs are carried out

Repairable the structure can be reasonably repaired and restored to operation in a reasonableperiod of time, not exceeding 3 months.

After a Level 2 event, reasonable repairs could include:

Reinstatement of the berthing line by modification to the fenders to accommodate forwardmovement of the structure

Modifications to the cope edge to restore the minimum hull clearance to vessels during berthingand mooring

Repairs to expansion joints between sections of the jetty and between the jetty and adjacent

pavement

Repair of localised damage to structural elements to restore durability

Damage resulting in excessive forward movement of the structure, reduction in overall stability andreduction in strength of primary load bearing elements shall not be permitted. Guidance on damagecriteria can be obtained from WG34.

The Contractor shall prepare and submit a fully comprehensive design submission demonstratingthat the specified performance requirements are satisfied by his design.

For the Level 2 event, the peak horizontal ground acceleration at rock head level shall be taken as

0.6g for a return period of 475 years, equivalent to a 10% probability of exceedance in 50 years.

For the Level 1 event, the peak horizontal ground acceleration at rock head level shall be taken as0.3g for a return period of 72 years, equivalent to a 50% probability of exceedance in 50 years.

The peak horizontal and vertical ground acceleration shall be modified as required by the adopteddesign standard. The design earthquakes shall consider the Site amplification effect.

2.3.1.3 Analysis

The following requirements make reference to Eurocode and Pianc guidelines. Should the Contractor

adopt alternative codes of practice for the design the design submissions shall contain a table


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comparing the requirements of the adopted code of practice with the equivalent requirements in theEurocode and Pianc guidelines.

Static ConditionLoad factors should generally be in accordance with Eurocode 1. Where load combinations are notcovered by Eurocode 1, for example for the marine structures, the factors from Table 2 of BS6349Part 2 may be used, assuming normal loading conditions and incorporating both f and f3.The self weight of the liquid bulk handling equipment including the pedestal mounted crane may beconsidered as dead load, the dynamic loads from the equipment shall be considered as live load.

Seismic Condition

Same as static condition except:

Berthing shall not be considered

50% of imposed loads to be considered. The pedestal mounted crane loader shall be as staticcase with zero wind and maximum operational load.

Design shall take account of -delta effects

The possibility of spalling of cover concrete under cyclic loading shall be considered.

The structure shall be designed for the design earthquake peak ground acceleration referred to insection 2.2. This peak ground acceleration shall be assumed to relate to a Level 2 earthquake asdefined in the PIANC Seismic Design Guidelines for Port Structures publication. The structureshall be designed to provide continued stability and strength during the design earthquake.1.0 on loads with a material factor of 1.0.

The choice of analysis shall reflect the form of construction and design earthquake event and shallfollow the recommendations of Tables 5.3 and 5.4 of WG34. It is considered that quasi-static analysisis not sufficient for demonstration of performance under the seismic event because movements arenot adequately addressed by this method. However, quasi-static analysis may be used to determinestrength requirements and overall stability. Analysis shall take account of the pedestal mountedcrane.

The analysis shall cover the following as a minimum:

Modelling of the jetty structure and miscellaneous facilities (pump house, etc)

Pedestal mounted crane interaction

Site amplification effects

Cracking of reinforced concrete (sensitivity analysis)

Sensitivity analysis to determine the effect of uncertainties in input motions, geotechnicalparameters, etc

Liquefaction assessment

Verification of software to demonstrate that the software can correctly carry out the requiredanalysis


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For quasi-static analysis, the peak horizontal ground acceleration shall be increased by a subsoilcondition or soil foundation factor to account for the soil properties at the Site. This factor is code-dependent but shall in all cases exceed 1.0.

Where the adopted code requires the use of an importance factor, this shall be taken as not less than1.0.In his design submission, the Contractor shall identify the possible modes of failure of the jettystructure. The Contractor shall carry out and submit separate analyses to define the critical mode offailure. The Contractor shall analyse the critical mode of failure using an appropriate level of analysisas defined by WG34 to demonstrate that the performance requirements are met.

2.3.1.4 Pile Design

Static Condition

Piles working loads shall be based on the worst loading caused by one of the following load

combinations:

Dead Load + Max Live load

Dead Load + Berthing Load

Dead Load + Mooring Load

Dead Load + Pedestal mounted crane (in operation - wind) + UDL

Dead Load + Seismic Load

The minimum factors of safety for ultimate static capacities (ultimate static capacity working load)

shall be as follows:

Compression piles: Overall safety factor 2.5Tension piles: Overall safety factor 2.5Compression / Tension piles: Overall safety factor 3.0

Seismic Condition

Same as static condition except:

Berthing shall not be considered

50% of imposed loads to be considered with the exception of the pedestal mounted crane. The

pedestal mounted crane shall be as static case with zero wind and maximum operation load.

Because the soil information presently available is rather limited, the envisaged pile size and pilelength may be subject to change. Therefore additional items have been included in the Bill ofQuantities (BoQ) in Part 1 of the Bidding Documents for the material, transportation and installationof different pile sizes.

2.3.1.5 Mooring Lay-out

The new FUF shall facilitate in unloading 10,000 DWT tankers up to 60,000 DWT tankers. Two

breasting and two mooring dolphins are required for a safe and efficient operation of the full range ofvessels.


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The breasting dolphins are to be placed with a centre to centre distance of 70m at both sides of theplatform. The mooring dolphins are to be placed with a centre to centre distance of 200m, 100m atboth sides of the centre line of the platform, and 40m behind the berthing line.

This mooring layout is shown on reference drawing 9V1468.03/002 in Part 2 Chapter 5.

2.3.2 Unloading platform

Scope

The scope of works includes but is not limited to the design, supply, installation, construction,monitoring, testing and quality assurance, commissioning and for the duration of the contract,maintenance of the following. The reference design of the unloading platform is shown on drawing9V1468.03/003.

Platform for unloading oil products, with a length of 20m (parallel to fender line) and width of 15m(perpendicular to fender line), including facilities for unloading, a pedestal mounted crane, hosearea, auxiliary equipment, ladders, access to trestle and dolphins and jetty furniture.

Pedestal mounted crane

Gangway access

Cathodic protection system

Jetty deck drainage system (with collection in slop system)

All necessary ancillary works and services tied in with the utilities including drainage, powersupply (LV) distribution ductwork, and communication ductwork, manifolds and hose connections.

The unloading platform shall incorporate the following:

Piled foundations, support beams, deck structure, safety hand railing, services, and the like asrequired.

Function

The unloading platform structure and associated fittings is required to:

provide unloading facilities for liquid bulk vessels carrying oil products in the range 10,000DWT to60,000DWT.

support pedestal mounted crane.

provide a hose area for handling and connecting hoses to the product lines.

provide manifolds and pipe work for the connecting product lines on the trestle.

provide access to the vessels (using ships gangway)

provide access for victualling and stores to vessels (using the ships gangway)

provide access for emergency escape routes

be serviceable or repairable after the specified design seismic event.

support equipment required for the erection, commissioning and maintenance of the platform

furniture, equipment and services;

provide access to the breasting and mooring dolphins


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incorporate provisions, pits and ducts for the following:

o product lines from the trestle

o electrical, instrumental and communication cabling

o fire water supply and fire monitoro lighting

o hose area

o slop area

o spill pump

provide for drainage of the jetty and collection of spill in a slop system

provide a cathodic protection system for immersed steelwork;

Particular Requirements Unloading Platform

Item Requirements

Overall length of PlatformStructure

20m

Width of Platform Structure 15mCope level +5.00m CDDesign seabed level -15.00m CD. In addition a scour allowance of 1m shall be

taken into account.Safety ladders Ladders to be provided at either side of the platform.

Ladders shall extend 1m below MLWS and shall comply

with the requirements of ILO regulations, andinternationally recognised codes of practice.Surface Water Drainage Sufficient surface falls to ensure storm water is shed to

drainage collection points (the hose area or the slopsystem). Ponding or standing water is not permitted.Rainwater falling within the limits of the collection pit shallbe treated as slop water unless the pit is consideredclean due to either extensive cleaning or extended periodof disuse. Any rainwater falling outside the limits of thecollection pit may be drained to the sea.

Edge Protection Hand railing shall be provided as edge protection to allsides of the platform, except for the vessel side.

Design loading Uniform distributed load: 10 kN/m2.Pedestal mounted crane, including fire water monitor:Capacity 15kN at 20m.Horizontal loading: 10% x vertical load

The reference design of the unloading platform shows a suspended deck structure with steel tubularpiles and a concrete deck. It is envisaged that the deck is constructed with prefabricated concretebeams, and an in situ reinforced concrete deck with precast concrete formwork.

The platform shall receive the product pipelines coming from the Trestle and reroute them such thatthe end is placed above a slop pit of 4 meters wide and 16 meters long running lengthwise across the

platform. This pit is to be covered with a grating and the interior is to be slopped towards a sump. Thesump will house a pump to remove slop waters as they accumulate.


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The incoming pipelines shall have a drain at their lowest point on the platform and the runoff from thispoint will be pumped towards a slop tank on the platform. The slop waters recovered from the pit willsimilarly be pumped towards this tank. The tank shall be equipped with a level indicator and low andhigh level alarms. Once the tank has reached an adequate level its content will be pumped towardsthe slop system of the terminal over a dedicated pipeline.

A set of 8hoses will be stored over the pit. The hoses will be approximately 20 meters in length andbe adequate to handle petrochemical products in a marine environment.

To connect the pipe endings to a tanker ship a crane will be placed on the platform. It is to be apedestal mounted crane capable of reaching a 20 meter envelope such that it can reach a shipmanifold in any predicted mooring position. It is to be capable of carrying a full 1.5 tonnes for the fullextent of its reach.

In addition to the product pipelines a Firewater pipeline will arrive at the platform. This pipeline will be

rerouted to provide firewater to a monitor mounted on the pedestal of the crane. Should for anyreason the remote control of the fire monitor fail, it will be controllable locally.

A nitrogen pipeline will arrive at the platform. This line will be prepared to serve any required task atthe platform such as the pigging of the pipelines.

A distribution cabinet at the platform shall provide power to all power drains on the platform and onthe dolphins. The cabinet will house a 400 to 115 VAC transformer. The platform will also house therelevant control systems for the equipment on the platform with exception of the fire monitor.

Two lighting poles at the side most distant from the mooring vessel will illuminate the working area

with no less than 50 lux.

2.3.3 Access trestle

Scope

The scope of works includes, but is not limited to, the following:

Allow for safe access to the jetty structure from the access trestle. The works shall include allassociated structural aspects including supporting piles and foundations, walkway, pipe supports,hand railing, etc.

Abutment at the interface with shoreline and the start of the piled trestle to support the on-shoreend of the trestle.

The structure shall incorporate the following:Piled foundations, support beams, supporting structures for the walkway and the product pipelinesand utilities, hand railing, lighting and the like as required.

Function

The access trestle is required to:

provide access between the shore and the off-shore structures. provide support for the product pipelines between the shore and the unloading platform.


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provide access emergency escape route

provide protection of the walkway and product pipelines for waves

be serviceable or repairable after the specified design seismic event.

incorporate provisions, and ducts for the following:o 2 water line

o 3 spill line

o 2 nitrogen line

o 12HFO line (spare)

o 12 Gasoil line

o 10 Gasoline line

o 8 Jet-A1/Kerosine line

o 12 Fire fighting line

o Three cable trays (electrical, instrumental and one spare)

o 1m wide walkway

provide a cathodic protection system for immersed steelwork;

provide adequate lighting

Particular Requirements Access Trestle

Item Requirements

Overall length of TrestleStructure

251m

Walkway Width between hand railing 1.0mTop level +5.45m CD

Loading Uniform distributed load walkway: 5 kN/m2 (pedestrianaccess only)Horizontal load: 10% x vertical load

Product pipelines (water filled weight for testing):12 gasoil: 151.7 kg/m10 gasoline: 111.0 kg/m8 Jet-A1/kerosene: 74.71 kg/m

12 Fire Fighting: 151.7 kg/m (between pump houseand the loading platform)

12 HFO: 151.7 kg/m (spare)3 spill line: 13.43 kg/m2 nitrogen line: 9.368 kg/m2 fresh water line 9.368 kg/m(non-potable)

It is envisaged that the walkway consists of a 50mm thick, 1.0m wide grating supported on UNPprofiles. At both sides of the walkway hand railing is foreseen. The reference design of the trestle is

shown on drawing 9V1468.03/004 in Part 2 Chapter 5.


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The walkway and product pipelines shall be supported at a fixed spacing. This spacing is limited tothe maximum spacing of the pipe supports.

The trestle shall have longitudinal expansion joints and each section shall provide sufficientlongitudinal stability of the trestle structure.

The trestle is divided in two sections: section 1 is located between the access shore and the pumphouse, section 2 between the pump house and the unloading platform. The fire water pipeline runsconnects the fire water intake at the pump house with the fire monitor on the loading platform.

All pipelines are to be welded for their complete length except where they tie in on the platform or inthe pump house.

A cable tray will house all power and signal cables for the full length of the trestle.

Lighting posts placed at regular intervals of approximately 30 meters will illuminate the walkways with

no less than 10 lux.

2.3.4 Breasting dolphins

Scope


Two breasting dolphins capable of supporting the loads arising from the berthing and mooring ofvessels;

A fender connected to the dolphin facing;

A twin-hook Quick Release Hook (QRH) mounted on each dolphin of sufficient capacity to resistthe mooring loads from the design vessels with an adequate factor of safety but with a minimumcapacity of not less than 60 tonnes/hook, i.e. 120 tonnes per twin hook;

Remote and local release stations for the QRHs;

A capstan capable for providing a winding force of 1.5 tonne at a rate of not less than 30m perminute.

The facility shall incorporate the following:

Piled foundations, reinforced concrete deck, fender with fender panel, quick release hook, safetyladder, hand-railing, rope guards, life saving equipment, lighting, low voltage power, communicationequipment, and the like as required.

Function

The breasting dolphins are required to:

Provide for the safe and adequate berthing and mooring of the design vessels;

Support the Quick Release Hooks

Provide for the safe and adequate working area for the mooring crews

Provide access from the unloading platform

incorporate provisions, pits and ducts for the following:


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o lighting, low voltage power supplies.

be serviceable after the specified design seismic event.

The interfaces between the structures shall be designed to accommodate movements arising fromenvironmental (including seismic), and mooring loads.

Particular requirements Breasting Dolphins

ITEM REQUIREMENTS

No of breasting dolphins 2Fenders One cone type fender for each dolphin. The use of other

fender types is subject to approval by the Employer. Asteel fender panel, with UMHW-PE facing, shall bemounted on the fender.

Quick Release Hook (QRH) 1 x Twin QRH per dolphin, with integrated capstanMinimum hook capacity 60 TonnesOperating range Horizontal 0o to 90o

Operating range Vertical 0o to 45o above horizontalDesign deck load 5.0 kN/m2

Safety Ladders One per dolphin. Ladders shall extend 1m below MLSWand shall comply with the requirements of ILOregulations, and internationally recognised codes ofpractice.

Handrails To be provided over the length of deck not covered by thehorizontal operating range of the hooks less 1.0m at eachend and at ladder positions.

Rope guard To be provided over the length of deck covered by thehorizontal operating range of the hooks plus 1.0m at eachend.

Days in service/ annum 365Lighting Required for safe accessMinimum deck area 8m x 8.5mDeck level +4.00m CDDesign seabed level -15.00m CD. In addition a scour allowance of 1m shall be

taken into account.Design seabed level -15.00m CDServices/ utilities LV electricity, communications, lighting.

Berthing loads 1.1 x Reaction force fender Mooring loads Line loads: minimum 2 x 600 kN = 1,200 kN

Lean-on: 50% x 1.1 x Reaction force fender

One lighting pole at the side most distant from the mooring vessel shall illuminate the working area ofeach dolphin with no less than 10 lux.

2.3.4.1 Fendering

Scope

The scope of works for the fender system includes, but is not limited to, the following:

The provision, testing and installation of a fixed fendering system comprising elastomeric rubbercone fenders with low friction frontal panels and galvanised restraining chains


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the design of the fendering system

the fender system shall be compatible with the provision of a 10-year warranty for the entiresystem.

Function

The fendering system and associated works are required to provide a safe and effective fenderingsystem.

Particular requirements; fendering

ITEM REQUIREMENTS

Berthing mode Side berthing (dolphin berthing), parallel berthing to beconsidered

Maximum eccentricity Third point vessel impactMaximum vessel berthingangles

10o for vessels up to 50,000t loaded displacement6o for vessels over 50,000t loaded displacement

Bow flare angle 15Bow radii Fender performance to take account of bow radiiBulbous bows Fender design to take account of bulbous bows


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ITEM REQUIREMENTS

Energy absorption For vessels < 30.000DWT, 175% of berthing energy fromnormal impacts, within rated deflectionFor vessels 30.000DWT, 150% of berthing energy from

normal impacts, within rated deflectionApproach velocity To be appropriate for the location of the jetty and the

vessel size.Softness coefficient to be appropriate to the type of jetty construction.Berth configuration coefficient to be appropriate to the type of jetty construction.Rated energy and deflections The rated fender energies and deflections shall be based

on the test speed recommended in PIANC Bulletin No 45(1984): Annex 4.1.

Reduction in rated fenderenergy

rated energy and deflections values shall be reduced,where necessary, using manufacturers factors, to takeaccount of temperature, berthing and flare angles

Distance between cope edgeand berthing line To be the minimum dimension which will allow 400mmclear between the vessel hull and the cope with the fenderfully compressed. The fender size and spacing selected tosatisfy this criterion.

Maximum permittedcompression of fender unitsunder abnormal berthing

60% of height of fender unit

Fender panel facing UHMW PE low friction, minimum 40mm thick, yellow.Coefficient of friction UHMW-PE to steel (dry)

Not less than 0.2

Chains between jetty andfender (to prevent ropesnagging)

Required

Restraint chains RequiredFactor of safety on restraintchains and fixings

Factor of safety of 3.0. A weak link in the form of ashackle, shall be provided in chains to avoid damage toany fixings cast into the jetty structure.

Allowable hull pressures 20 tonnes/m2 maximumFender panel The steel fender panel shall be designed to accommodate

a horizontal line load equal to the abnormal fender reactionat any point.

Approach velocities to be based on unfavourable berthing conditions as defined in PIANC Guidelines

The fender calculations are to be carried out in accordance with the requirements of BS6349 Part 4.All fenders shall be pre-compressed prior to installation. In addition, fendering shall be tested inaccordance with the recommendations of PIANC/INA Guidelines for the Design of Fender Systems:2002.

For the calculation of the berthing energy a misalignment of 10m shall be taken into account to allowvessels berthing eccentric to the spotting line of the new FUF.

The following fender reaction forces shall be taken into account in the structural design of thedolphin:

Horizontal fender reactions (perpendicular to jetty) Horizontal fender shear forces (parallel to jetty) based on a co-efficient of friction not less than 0.3


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Vertical fender shear forces (vertical to jetty) based on a co-efficient of friction not less than 0.3

The design fender shear forces shall be considered co-incident with the design fender reactionforces. The design shall take into account variation of fender performance with temperature.

Rigid structures are envisaged for the two breasting dolphins, constructed of a concrete deck andraked tubular steel piles. A reference design is show on drawing 9V1468.03/011 in Part 2 Chapter 5.

2.3.5 Mooring dolphins

Scope


Two mooring dolphins capable of supporting the loads arising from the mooring equipment to bemounted on the dolphins;

A triple-hook Quick Release Hook (QRH) mounted on each dolphin of sufficient capacity to resistthe mooring loads from the design vessels with an adequate factor of safety but with a minimumcapacity of not less than 60 tonnes/hook, i.e. 180 tonnes per triple hook;

Remote and local release stations for the QRHs;

A capstan capable for providing a winding force of 1.5 tonne at a rate of not less than 30m perminute.

The facility shall incorporate the following:

Piled foundations, reinforced concrete deck, quick release hook, safety ladder, hand-railing, ropeguards, life saving equipment, lighting, low voltage power, communication equipment, and the like asrequired.

Function

The mooring dolphins are required to:

Provide for the safe and adequate mooring of the design vessels;

Support the Quick Release Hooks

Provide for the safe and adequate working area for the mooring crews

Provide access from the unloading platform and the breasting dolphins incorporate provisions, pits and ducts for the following:

o lighting, low voltage power supplies.

be serviceable after the specified design seismic event.

The interfaces between the structures shall be designed to accommodate movements arising fromenvironmental (including seismic), and mooring loads.

Particular requirements Mooring Dolphins

ITEM REQUIREMENTS

No of mooring dolphins 2


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ITEM REQUIREMENTS

Quick Release Hook (QRH) 1 x Triple QRH per dolphinMinimum hook capacity 60 TonnesOperating range Horizontal 0o to 90o

Operating range Vertical 0o to 45o above horizontalDesign deck load 5.0 kN/m2

Safety Ladders 1 per dolphin. Ladders shall extend 1m below MLSW andshall comply with the requirements of ILO regulations,and internationally recognised codes of practice.

Handrails To be provided over the length of deck not covered by thehorizontal operating range of the hooks less 1.0m at eachend and at ladder positions.

Rope guard To be provided over the length of deck covered by thehorizontal operating range of the hooks plus 1.0m at eachend.

Days in service/ annum 365Lighting Required for safe accessMinimum deck area 6m x 6mDeck level +4.00m CDServices/ utilities LV electricity, communications, lighting.Mooring loads Line loads: minimum 3 x 600 kN = 1,800 kN

Similar to the breasting dolphins rigid structures are envisaged for the two mooring dolphins,consisting of a reinforced concrete deck, and raked tubular steel piles. The reference design of themooring dolphins is shown on drawing 9V1468.03/010 in Part 2 Chapter 5 of the Bidding Documents.

Each mooring dolphin is equipped with: a triple 60 tonne QRH unit with integrated capstan, to handle the spring lines of the vessels;

corner protection, to prevent chamfering of the mooring lines over the concrete deck;

a safety ladder is placed along the dolphin. The ladder is at both sides protected with verticalfendering. Both the ladder and the fendering shall extend to CD -1.0m;

1.0m high railing, without the area where the mooring lines are able to run.

One lighting pole at the side most distant from the mooring vessel shall illuminate the working area ofeach dolphin with no less than 10 lux.

2.3.6 Catwalks

Scope

The scope of works includes, but is not limited to, the following:Access walkways to provide safe personnel access between the unloading platform structure and thebreasting and mooring dolphins. The level of the walkway shall be level with the upper surface of theplatform and the dolphins. Because of the difference in top level of the platform and the breastingdolphins, the catwalks between the unloading platform and the breasting dolphins will be at agradient.

The access walkways shall incorporate the following:


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Open grid steel flooring, kick plates, heavy duty hand-railing, support bearings, lighting, and the likeas required.

Function

The catwalks and associated works are required to:

provide for safe access to and from the dolphins for personnel;

provide emergency escape routes (from the dolphins to the shore);

meet the requirements for design life and corrosion protection;

incorporate provisions for the following:

o lighting, low voltage power supplies, communications;

meet the specified performance requirements during and after a seismic event.

The design shall comply with the deformation and vibration requirements of the applicable standards.

Particular requirements Catwalks

ITEM REQUIREMENTS

Design load 5.0 kN/m2

Design wind load 1 in 100 year wind conditionMinimum width 1.0mDays in service/ annum 365Services/ utilities LV electricity, communications, lighting.

Construction shall be a structural steelwork frame with open grid flooring and hand railing. Thesteelwork, open grid flooring and hand railing shall have a suitable corrosion protection systemcapable of achieving the required design life. The structural steelwork frame may be used as thesupporting structure. Alternatively, a tubular steel beam may be used as shown in the referencedesign on drawing 9V1468.03/003 in Part 2 Chapter 5.

2.3.7 Pump house

Scope


A covered pump house for the intake of fire water, including the foundation;

An electric pump and back-up diesel powered pump

A foam tank and foam injection pump

Jockey pump and pipe work related to the fire water intake;

An electrical and instrumentation cabinet;

Access to and from the trestle walkway.

Function

The pump house and associated works are required to:

Provide for safe and adequate intake of fire water from the port basin;


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Provide for a safe and sheltered environment for maintenance work of the pumps and otherequipment;

Provide for storage of mechanical, electrical and general spare parts for the pumps and otherequipment;

Protect the pumps from external weather influences;

Support all equipment associated with the fire water intake;

Provide sufficient access and windows.

Incorporate provisions, pits and ducts for the following:

o lighting, low voltage power supplies;

o communication cabling

Be serviceable after the specified design seismic event;

Particular requirements Pump HouseThe workshops and the substation room shall be designed in accordance with the mechanical andelectrical requirements. These are described in Chapter 5. The layout of the building shall providesufficient room for the required equipment.

ITEM REQUIREMENTS

Dimensions L X B X H 6 x 7 mMinimum clear headroom 3 mTop level floor +5.45m CDLoading 17.5kN/m2 (uniform distributed load, includes

equipment loading)Horizontal load: 10% x vertical load

Climate internal Protected from external weather influencesDays in service/ annum 365Services/ utilities LV electricity, fresh water, telephone/network

The building shall be of steel-framed construction or other acceptable design approved by theEmployer. Where necessary for fire protection (in accordance with local building guidelines /regulations), the steelwork shall be cased in concrete or otherwise protected. All window frames anddoors shall be clear anodised aluminium. Windows shall have fenestration as appropriate. Claddingshall be coloured profiled metal sheeting. Concrete floor shall be treated with hardener or granolithicfinish. Layout and reference design of the workshop is shown on Drawing 9V1468.03/006 and 007.

The reference design of the platform for the pump house consists of a reinforced concrete floor, withprefabricated elements and an in situ concrete layer on top. Concrete beams and vertical steeltubular piles are envisaged to support the platform.

For the building a steel frame of HE and UNP sections is envisaged to support the walls and roof.The top part of the roof is elevated for good ventilation, but shall provide good shelter during the rainseason. Windows are located at two sides of the building In the East wall, a 1m wide door mounted,for easy access to the pump house from the walkway on the trestle.

The pump house shall have one electric firewater pump capably of delivering 450m/h of water to the

monitor on the jetty at no less than 6 bar. A backup diesel powered pump will also be present andhave a capacity no less than its electric counterpart. Both pumps shall have vertical collection pipesextend into the waters below the pump house. These pipes will be of sufficient length to be able to


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collect water at the lowest predicted low water level. The pipes will be capped with strainers toprevent the entry of debris. A jockey pump will use fresh water supplied by the terminal to keep thesystem under pressure while not in use.

A foam tank will supply foam concentrate to the water flow by means of a pump. The tank is tocontain sufficient foam to maintain a full capacity supply during no less than 30 minutes.

The pump house will also contain personal protective equipment and two 75kg wheeled dry powderextinguishers suitable for class A, B & C fires and be compatible with the foam system. Four 9kgportable extinguishers of equal characteristics will either be stored in the pump house or available atthe platform or along the trestle.

A cabinet at the pump house shall hold the distribution cabinet to supply power to the pump houseitself and the walkways (and connected equipment) that extend from it. This cabinet will contain a400 to 115 VAC transformer. The cabinet will also contain the relevant control systems for allequipment in the pump house and the monitor on the platform.

The pump house should be equipped with adequate ventilation and climate control necessary forsafe operation. It shall also house all equipment necessary for automatic and manual control and forperiodic testing of all fire fighting equipment.

2.3.8 Miscellaneous Items

2.3.8.1 Services and utilities

Provision shall be made for the following services on both the unloading platform and the trestle:

LV electricity supply

HV electricity supply

Fresh water supply

Fire-fighting water supply (from the pump house to the unloading platform)

IT/communication cables

With the exception of fire-fighting water supply, services which run on the unloading platform shall becontained within ducts cast into the structure. Fire-fighting water supply pipes may be supported onthe external faces of the structures providing they do not obstruct or encroach on working areas. Firefighting facilities shall be in accordance with local fire fighting regulations and fire fighting standardsfrom the international shipping industry.

The anticipated requirements for ducting within the approach bridges, Main jetty and Landside jettyare as follows:

HV electricity supply Minimum inside diameter: 150mmMinimum bend radius: 1700mm

LV electricity supply Minimum inside diameter: 150mm


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2.3.8.6 Reference coordinate for the position of the main jetty

Layout drawing 9V1468.03/002 shows the coordinates of the outline of the berth pocket in northingand easting. These coordinates define the position of the jetty.

2.3.9 Dredging works

A berth pocket has to be dredged in front of the unloading platform; the pocket will be perpendicularto the fender line. The sides are sloping up with 5v:1h, till they reach the existing bottom profile.Details are shown on reference drawing 9V1468.03/002.

2.3.10 On shore facilities

No onshore facilities are included in the scope of work. The tie in point is located at the start of thetrestle, the abutment. The contractor shall be responsible for verifying if there is an need for upgrade/rehabilitation of the On shore facilities to adapt to the specifications of the new FUF (e.g. pipelinepressures, pumping rates, safety inter-faces for shut-downs, corrosion protections systems, controlsystems, etc).

2.3.11 Existing facility

The existing facility will be operational during the construction of the new unloading facility. TheContractor shall take these operations into account in his construction methodology and planning ofthe works.If the operations need to be stopped temporary, approval shall be obtained from the Project Managerbeforehand.

2.4 Mechanical and electrical Functional Requirements

The Scope of Works provides for the design, supply, delivery, handling, installation, commissioning,testing and setting to work of the product pipelines, fire fighting system, fire pump house, dieseldriven fire pumps, valves, pipe work, fittings, control systems and all such related works as outlinedin the Bidding Documents, together with any minor building works required inside or outside the firefighting pump house and on the jetty as set out or implied in the Bidding Documents and the

accompanying drawings.

The scope of work for the Mechanical and Electrical Works of the new FUF includes, but is notlimited to, the following elements:

Trestle pipe rack with product and utility lines;

Platform equipment;

Fire fighting system to supply water and foam to combat, and prevent the spread of, fires on theunloading platform, sea surface and vessel, including associate infrastructure and equipment;

Spillage collection and drainage systems including associate utilities and equipment;

Supply of electricity to the equipment and lighting of the facility.


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The general and particular requirements will be further elaborated in this chapter.

Reference design drawing 9V1468.03/009 shows the flow diagram for the product lines and alsoshows the details of the slop system at the unloading platform.

As part of the overall work scope, the Contractor shall liaise with the following organisations wherelocal regulations are important for the design and construction of the Works:

National Port Authority of Liberia (NPA)

Liberia Petroleum Refining Company (LPRC)

Local Fire Brigade

Environmental Protection Agency of Liberia

2.4.1 General Requirements

2.4.1.1 Design life

The design life for the mechanical and electrical equipment shall be 20 years.

At the end of the design life period the asset will continue to be serviceable. It includes thepresumption of adequate regular inspections and maintenance, but no major repairs or rebuilding,will take place. The design shall fully take into account this requirement for durability.

2.4.1.2 Standards and Codes of Practice

The design shall comply with the latest versions of internationally recognised codes of practice suchas the Eurocodes (EN), the British Standards (BS) or the German Codes (DIN).

The Contractor shall confirm the codes and design standards proposed for the works prior to startingthe design. The codes and design standards shall be subject to the approval of the Project Manager.

The following codes and standards are suggested for the mechanical and electrical works:

ASTM or API standard

American National Standard Institute (ANSI)

American Society of Mechanical Engineers (ASME) British Standards

Engineering Equipment and Material Users Association (EEMUA)

International Electrical Commission (IEC)

ILO Publication Safety and Health in Ports

IP codes (Energy Institute)

International Standards Organisation (ISO)

Joint Inspection Group for Jet Fuel A1 (JIG)

National Fire Protection Association (NFPA)


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Oil Companies International Marine Forum (OCIMF)

2.4.1.3 Performance testing and Equipment manuals

A complete set of operation and maintenance manuals for each item of equipment shall be suppliedby the Contractor.

Provision shall be made by the Contractor for carrying out all the required tests on theequipment/pump set complete with all necessary instrumentation for the implementation of thesetests. If any faults are discovered during testing the Contractor shall rectify them and retest at theContractors cost.

Quality certificates of materials used in the construction of the equipment, including chemicalanalysis/mechanical properties shall be supplied together with shop proving test results/power/flowcurves, etc., of the diesel driver, pump, gearbox and electric motor and pump and controlinstrumentation.

The pumps and engines shall be works tested as matched pairs, as they will be installed on site. Fulloperational performance tests shall be concluded in the works (type testing, rotational tests and thelike are not acceptable).

2.4.2 Trestle Pipe Rack

The access trestle shall support the following product pipelines:

One 8 carbon steel pipeline for Kerosene and Jet A-1;

One 10 carbon steel pipeline for Gasoline;

One 12 carbon steel pipeline for Diesel.

All pipelines, hoses and associate equipment shall comply with its intended use, with properconsiderations for the context of the facility, and all relevant standards and regulations. Theinstallation shall be pressure tested before entering into operation.

The Jet-A1 pipeline system shall be in accordance with JIG regulations and be conform to allrequired regulations for the handling of aviation fuel.

Provisions shall be taken for the possible addition of an electrically traced 12 pipeline for unloadingof HFO.

The following utility pipelines shall be installed:

One 3 carbon steel pipeline for spillage;

One 2 carbon steel pipeline for nitrogen;

One 2 carbon steel pipeline for fresh water (non-potable).

One 12 carbon steel pipelines for fire water from the pump house to the platform only.

All pipe lines shall be made of carbon steel. Pipes, fitting material and welds shall be in accordancewith ASME standards. A corrosion allowance of 1.5mm shall be used for the pipe work.


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The hydrostatic test pressure shall not be less than the greater of the two following values (EN13480-5:2002):

1 - Ptest = 1.25 x PS x ftest / f

2 - Ptest = 1.43 x PS

The test temperature shall be between +5 oC and +50 oC, and the test medium shall be potablewater.

2.4.3 Platform Equipment

The jetty platform shall be equipped with a pedestal mounted crane including but not limited to:

Pedestal mounted crane Pedestal with access ladders and platform

Hydraulic Instruments and hydraulic control system

Electrical Instruments and electric control system

Radiographic remote control unit

All equipment shall be suitable for hazardous area Atex Zone 1 EExd IIB T3

For spill prevention a collection pit shall be included:

The pit must be placed in such a manner that the connection point between pipeline and hosefalls well within its limits.

The dimensions are to be sufficient to store all hoses when not in use without excessive stress onany hose.

The pit is to be covered with a mesh grating so as to permit the unobstructed flow of liquids andprevent injury.

The interior of the pit will be sloped as to collect all liquid at one point via gravity flow.

From this low point a pump of sufficient capacity will pump the slop liquid to the slop tank on theplatform.

Furthermore a slop tank is required:

The slop tank collects slops from the collection pit and from the drainage point on all productlines.

The slop tank is to be equipped with a level indicator and High Level and Low Level alarms. Apump will empty the slop tank by pumping its content to a slop system at the terminal.

Any rainwater falling within the limits of the collection pit will be treated as slop water unless the pit isconsidered clean due to either extensive cleaning or extended period of disuse. Any rainwater falling

outside the limits of the collection pit is permitted to flow into the sea.


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The Contractor shall employ any necessary additional precautions to minimise spillages.

Flexible hoses of 8 for each product with sufficient length shall be attached to the fixed pipes of themanifold at the platform and the vessel (approximately 20 meters total length).

Between the hoses and the pipelines, check valves shall be placed to prevent draining of the pipes incase of an emergency disconnection or rupture of the hoses during unloading operations.

The unloading platform shall be equipped with a crane to assist in attaching the hoses to shipmanifolds in case ships are not equipped with cranes or the ship cranes are for any reason not inoperation.

The crane will be locally controlled and will be either electrically or hydraulically operated. It must beable to reach the full length of the hose storage area and to every possible manifold location, givenship sizes and dolphin location, while carrying the maximum expected load.

The crane is also expected to serve as support for the fire monitor and its associate equipment.

2.4.4 Fire Fighting

The following fire fighting equipment is required at the unloading facility:

One 12 carbon steel pipelines for fire water from the pump house to the Fire monitor

One 2 fresh water (non-potable) pipeline from the shore to the jockey pump

Sea Water Fire Pump house Electrical Fire pump

o Duty pump capable of delivering 450 m/h at no less than 6 bar at the monitor

Electrical Jockey pump

Diesel-powered Fire pump

o Backup pump capable of at least equal performance of the Electrical pump

During regular stand by time only the jockey pump will activate to keep the system underpressure. In case of a fire the electrical pump is assigned to be the duty pump. Shouldthe electric pump for any reason fail to start, or fail to supply adequate water flow, then

the diesel powered pump will be activated. Both electrical and diesel fire pumps must becapable of individually supplying the full required load of the fire fighting system and be inaccordance with all other requirements by NFPA. The diesel pump is to come equippedwith a fuel tank of sufficient capacity to maintain operations for the longest expected firefighting scenario

Fire monitor

o The water pressure at the monitor is to be no less than 6 bar

o Placed on the pedestal of the crane

o Capable of launching foam at the platform, ship and sea surface

o The fire monitor is to be controlled from the pump house


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o A flow measuring instrument must be placed in the pump house to confirm the flow of450 m/h.

Foam system

o Foam tank with sufficient foam concentrate for no less than 30 minutes continuousapplication

Dry Powder Extinguishers

o Four 9 kg portable

o Two 75 kg wheeled

o The powder will be suitable for class A, B & C fires and be compatible with the foamsystem employed.

Personal Protective Equipment is to be supplied and stored at the pump house to protect peopleinvolved in a fire fighting effort

Additional passive fire fighting methods such as, but not limited to, protective coating, should also beconsidered for each component potentially at risk.

Sufficient fire detection sensors and fire alarm provisions shall be foreseen in accordance withOCIMF regulations.

The Contractor shall liaise with the Port Authority, Local Fire Brigade and port operators to finalizethe port fire fighting strategy, to identify fire scenarios and to confirm the fire protection system shallmeet the requirements of the strategy. The strategy shall not be reliant on the provision of a firefighting vehicle.

2.5 Corrosion Protection

Similar to all structural items, all mechanical and electrical items in the facility are to have adequatecorrosion protection in accordance with EN 12944.

Structural steel, pipe supports, stairs, supporting, grating, platforms and handrails shall be hot dipgalvanized. The zinc layer shall not only achieve the required thickness, but also be smooth andfree of irregularities like droplets, sharp edges, burrs, over thick areas, pinholes and lackingadhesion between zinc and steel;

Piping to be installed in the field shall be:

o Prepared and painted after installation;

o Prepared and primed before installation when blast cleaning is required, followed byfinal painting after installation;

Shop primed surfaces shall be touched up as soon as possible after erection. Final painting shallfollow immediately after mechanical completion, or after successfully completed pressure testing;

Grit blasting on site is not allowed;

Surfaces that will be inaccessible after assembly shall receive the complete painting systembefore assembling. Contact surfaces of bolted connections are to be primed only.

Platforms, gangways and stair beams shall receive the complete painting system before the gratingsor stair treads are mounted.


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2.5.1 Electrical Works

Scope of work:

All required electrical equipment for a safe and functional operation of the jetty equipment

Supply, installation and termination of all power- and signal cables for process equipment(pumps, valves etcetera), utilities (lighting, ventilation, etcetera) and instrumentation & controlequipment

Emergency stop circuit

Provision of all cable support systems and fixings

Provision of earthing, bonding and lightning protection to the facilities

Provision of exterior lighting installations throughout the marine works

Provision of interior lighting for the pump house

Provision of lighted navigation aids at extremities of the marine structures

Excluded are the power generation and power supply to berthed vessels

The following general requirements apply for the electrical design:

Spare capacity of electrical distribution equipment, cabinets and the main supply cable shall be atleast 20%;

All electrical distribution equipment and switching equipment shall be installed in free-standingcabinets with lockable doors;

The protection level of electrical cabinets and distribution boards with doors open shall be at leastIP21;

All cable trays and supports, mounted outside shall be stainless steel;

All cables shall be fire retardant and halogen free;

All equipment shall be suitable for the explosion zone it is to be placed in;

Over voltage protection shall be applied;

Distribution boards placed at the pump house and on the platform shall house additional 400 to

115 VAC transformers; All equipment shall have a local maintenance switch.

The cabling shall be designed and installed in accordance with the following requirements:

Voltage between 380 and 415VAC, 50/60Hz (herein to be referred to as 400VAC) shall feed themain distribution board. To this board all 400 VAC consumers and 400 VAC supplies shall beconnected. A multifunctional energy meter (V, I, f, cos phi, kW, kWH) shall be installed;

In a separate cabinet or a separated part of the distribution board, the distribution of 110 VAC

and 120 VAC, 50/60Hz (herein referred to as 115VAC) and corresponding distribution rail shallbe installed;


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Both 400VAC and 115VAC cables to be available at the tie-in point. From there the cablesextend to the distribution points on the jetty;

400/115V electrical distribution cables shall be laid in cable trays along the jetty. The cables willgenerally comply with all relevant requirements of IEC;

Where cables are to be installed in a designated potentially explosive atmosphere they shall beof the correct type suitable for use in a potentially explosive atmosphere.

Cable trays shall be installed in accordance with the manufacturers recommendations. Cable traysshall have adequate mechanical strength for the load to be carried and shall have provision for theaddition of a minimum of 25% of the initial installed cable and/or load. The deflection shall not exceedthat recommended by the manufacturer. The installation shall cater for the expansion and contractionthat will occur. All cable tray runs shall be continuous and constructed of bends, tees and otheraccessories that are purpose made by the manufacturer of the cable tray.

The lighting design shall be in accordance with the following requirements:

The lighting along the jetty and at the jetty head shall comply with the requirements of the Safetyand Health in Ports, published by the International Labour Office (ILO), with a minimum of 10 luxluminance along the walkways and not less than 50 lux luminance on all working areas;

The lighting supporting structures shall be positioned on the jetty so as to not impede any trafficmovement along the jetty and/or operational staff. They shall be placed at intervals ofapproximately 30 meters along the walkways

The lighting shall be switched ON/OFF on basis of timer and light sensor or manually;

The minimum free space between the footpath and the luminaries shall be 3 meters of the raisingand lower type, where the luminaire(s) mounted at the head of the column can be lowered to thejetty deck level for maintenance, lamps changes and/or cleaning;

In the control cabinet all circuits shall be installed, required for:

Automatic operation;

Manual operation;

Safety (emergency stop).

Following automatic circuits shall be provided as a minimum:

Automatic starting of fire fighting pumps (water and foam) at adjustable pressure levels, when thefire fighting will be used;

Automatic starting of slop- and spill pumps on level of the tanks / collectors;

Automatic switching lighting on both timer and darkness;

Following manual intervention controls shall be available on the front of the control cabinet:

Automatic 0 Manual switches for all equipment;

Corresponding indicators for ON OFF- Failure


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Earthing, Bonding , Lightning protection

The Contractor shall design, supply and install an integrated system of earthing, bonding andlightning protection facilities, hand railing, pipe work, and pipe work support systems. Theinstallations shall be provided with all earthing, bonding, protective conductors, etc. required forcompliance with the specified Design Standards.

The Contractor shall design, provide and install a lightning protection installation to enhance thesafety of the jetty structure and product pipeline services, its facilities and personnel. The installationshall incorporate all requirements and recommendations of IEC standards The Contractor shall,wherever practicable, take advantage of the metallic structure to provide a self protecting structure toensure the provision of the lowest possible impedance in the connection to earth and ensure that allmetallic element of the structure are maintained at the same potential.

3 GENERAL EMPLOYERS REQUIREMENTS

This chapter of the Employers Requirements set out the general requirements the Contractor shallfollow in respect to:

1. Project Execution2. Quality Assurance3. Environmental Protection4. Design and the Submission of design information to the Employer5. Progress Control6. Health and Safety

Both the General Employers Requirements and the Technical Specifications are

3.1 Project Execution

The Contractor shall prepare a Project Execution Plan (PEP) which extensively describes thechronology, methodology and time span of the Project.

Interfaces with other Works to be executed interrelated shall be clearly identified. Possible project

risks shall be identified and accordingly risk management plans shell be developed.

The Contractor shall present maximum flexibility to adapt the Works to be executed with respect today-to-day operations.

3.2 Quality Assurance

The Contractor shall operate a Quality Assurance system according to ISO 9001.

The Contractor shall nominate a senior member of his personnel to act as his Project QualityManager. The Project Quality Manager shall maintain all Quality Documentation and be available atall times to deal with enquiries from the Employer or from the Project manager regarding theContractors Quality Management System.


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The Contractor shall ensure that the approved Quality Plan for the project is subject to a full internalaudit at least two times during the course of the project. The timing of such audits shall be clearlyindicated on the programme of the Works. The Project Manager shall be supplied with a copy of eachaudit report.

The Project Manager shall be entitled to audit the Contractors Quality Management System at anytime subject only to giving the Contractors Project Quality Manager 24 hours notice of his intention.When the Contractor has employed a firm of Consulting Engineers to carry out the design of theworks he shall ensure that his agreement with this firm contains a provision for the Project Managerto similarly audit their Quality Management System at any time.3.3 Environmental Compliance

The Contractor must identify and comply with restrictions, international and local legislation regardingthe environment and marine conservation requirements.

During construction the Contractor shall prepare and submit the following documents to theEmployer: Outline of the Project including construction and operations activities and a Construction

Method Statement (CMS); Outline of an Environmental Management Plan (EMP) for construction (CEMP) and operation

(OEMP). Master Construction Programme Baseline Environmental Study; Detailed Description of the Project including construction and operations activities and a

Construction Method Statement (CMS); Detailed Environmental Management Plan (EMP) for construction (CEMP) and operation

(OEMP). Construction Quality Plan.

During Construction the Contractor shall carry out environmental monitoring. The results of themonitoring program shall be submitted to the Employer.

The documents required for environmental clearance shall be reviewed by the Employer.

3.4 Contractors Design and Documentation

The design of the Works is the responsibility of the Contractor and shall satisfy the Employers

Requirements contained within This Document. The Contractor shall give full consideration in thedesign to minimise the operating and maintenance costs, to minimise spillage and to minimise theextent/frequency of maintenance and its disruptive effect to operations.

All Contractors Documents are to be submitted to the Employer. Unless otherwise stated, eachsubmission shall be for the purpose of information only.

Contractors Documents that are required to be submitted to the Employer will be submitted to theEmployer in hardcopy (three copies) and a digital file, unless otherwise specified.

The language of all documents shall be English and all units shall be applied in accordance with the

metric system.


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3.4.1 Contractors Design Submissions

Design submissions shall be prepared for the various elements of the project before finalising thedetail of the construction drawings and commencement of the physical work.The design submissions shall cover, but not be limited to, the following project elements:

Dredging; Approach Trestle structure (including: pedestrian walk way, abutments, bearings, pipe rack

etc.); Jetty structures (including fenders and mooring systems, pedestal mounted crane) for safe

mooring of the vessels and scour protection; Liquid bulk handling system: pipe lines and pipe rig, pumps, marine loading equipment; Fire Fighting system Utilities systems (potable water, nitrogen, drainage), Power supply and electrical system; Control and Automation system;

The design submissions shall include as a minimum the following:

Design basis statement covering all assumptions, codes and standards used