Marine Works

INDEX

02000 - General Specification

02212 - Geotechnical Investigation

02215 - Site Surveys

02300 - Earthworks & Reclamation

02325 - Dredging

02335 - Marine Rockworks

02350 - Vibro Compaction

02373 - Geotextile Containers

02395 - Quay Furniture

02396 - Pontoon System

02455 - Cast in Place Concrete Piles

02460 - Sheet Piles

02462 - Steel Piles

02466 - Pile Testing

03310 - Marine Concrete

04350 - Blockwork

05122 - Structural Steel

ACCROPODE II BASIC TECHNICAL SPECIFICATIONS

Small Boats Harbours Project 02000/1 General Specifications (Marine Works)

SECTION 02 000

GENERAL SPECIFICATION (Marine Works)

SOUTH HARBOUR

PART 1 - PROJECT DESCRIPTION

1.1 GENERAL

A. KOC (COMPANY) plans to double its oil production and in doing so will need to double its marine fleet size. As a result, COMPANYs existing small boat harbour needs to be upgraded to accommodate the future requirements.

B. The marine works under this Contract include for the refurbishment and expansion of the existing small boat harbour at the South Pier area, located between the new KNPC South Pier Oil Jetty and the old South Pier Oil Jetty (see Contract Drawings).

1.2 MARINE WORKS TO BE EXECUTED

A. The marine works to be executed include but are not limited to the following: 1. Demolition and removal of the existing marine structures (breakwaters, T-shaped

jetty, floating pontoons and sheet pile quay and filling material behind the quay), to the extent necessary to achieve the rehabilitation / upgrade works defined under this Contract.

2. Dredging and reclamation works; 3. Construction of breakwaters and groynes; 4. Construction/Installation of berthing structures (quays, floating pontoons and a

piled jetty, including gangways, fenders, ladders and bollards). Pontoons, gangways and securing systems (piles) are to be designed, manufactured, supplied and installed by proprietary suppliers of such systems, to the approval of the Superintendant

5. Construction of beaching area (for boats in distress); 6. Construction of civil and marine works for the shipyard (for ship lift and

associated transfer system and foundation for jib crane rails) 7. Crane rails, sole plates, fixings, cable slots, funnel pits, rail earthing systems, tie

downs and buffer stops shall be detailed, supplied and installed by the Contractor to suit the requirements of the crane supplier (as and when nominated by the COMPANY, and in accordance with the manufacturer / supplies recommendations

8. Design, manufacture, supply and installation of ship lift and transfer system together with all associated mechanical and electrical equipment required for the safe operation of the ship lift.

9. Construction of ramp for launching of SPM hoses; 10. Installation of navigation aids (beacons) at the location(s) shown in the drawings.


PART 2 - DESCRIPTION OF THE WORKS

2.1 DEMOLITION WORKS

A. These works include the demolition and removal of the following existing marine structures: 1. Breakwaters:

a. Northern breakwater; b. Detached breakwater; c. Southern Breakwater.

2. T-shaped jetty (connected to the northern breakwater). 3. Floating pontoons on piles (at the northern side of the small harbour basin). 4. Cutting / removal of the top of the existing sheet piles / capping beam (440m long)

from +4.3m CD down to +3m CD. 5. Southern Sheet pile quay with anchor wall and tie rods (approximately 190 m

long, to be removed at least down to the dredging level below the future concrete Quay wall foundation or lower if required to fit any design constraints or construction methodologies).

B. As-built drawings are provided to allow the Contractor to assess the quantities and nature of the demolition materials.

C. The use of demolition materials in permanent works will be possible, if Contractor can demonstrate compliance of the existing materials with the Specifications for marine rockworks (Section 02335) or earthworks and reclamation works (Section 02300), as applicable.

D. Demolition materials failing to meet the acceptance criteria to be used in permanent works shall be removed from the site immediately and disposed of at the Contractors expense.

2.2 DREDGING AND RECLAMATION WORKS

A. Dredging works 1. These works include the dredging of the harbour basin and quay wall trenches. 2. Three dredged levels are to be provided:

a. -7m CD in the outer harbour basin; b. -5m CD in the inner harbour basin; c. -10.8m CD within the ship lift basin; d. -9.0m CD in the base of quay walls Type 1, Type 2, Type 2A, Type 2B and

Type 4; e. -7.5m CD in the base of quay walls Type 3 and Type 3A.

3. The material to be dredged is generally sand with some fines estimated to be within the range of 16 to 20%.

4. The Contractor should select the type and number of dredgers to be used, to be approved by the Superintendent.


B. Reclamation works

1. The scope of works includes for the reclamation of two operational yards: a. A 35m wide apron seaward of the existing west quay wall, behind an all-

new blockwork quay wall to be constructed; b. Approximately 60,000 m2 area of all-new port yard to house a ship lift,

associated boat transfer system and dry berths for boat repair, and a number of facilities related with logistical operations (storage buildings and the apron behind the (un)loading quay and the bunkering quay).

2. The Contractor shall be responsible for determining the quantity of dredge material which is suitable for re-use in the permanent works, and which is in accordance with the specified requirements for suitable earthworks / reclamation materials and in line with any ground improvement techniques adopted by the Contractor, in order to meet the specified requirements.

2.3 CONSTRUCTION OF BREAKWATERS

A. The construction of breakwaters and groynes is required to ensure adequate protection of the harbour against wave penetration. The following structures are to be constructed:

1. North breakwater, which will be extended to protect the new harbour basin from

north and north-easterly waves. The north breakwater extends from shore to the harbour entrance and is approximately 750m long. A two-way (8m wide) road is provided along the north breakwater to the roundhead which accommodates a helipad.

2. South breakwater, which protects the harbour from south and south-easterly waves. The south breakwater has two components: a. The main component which extends from shore to the harbour entrance and

is approximately 1,050m long; and b. A 200m (approximately) long groyne extending perpendicular to the main

component that protects bunkering berths and the loading/unloading berths from north-easterly waves

3. The following materials shall be used in the construction of the breakwaters: a. Quarry run1-1000 kg; b. 60-300 kg rock; c. 300-1000 kg rock; d. 1000-3000 kg rock; e. Concrete

4. ACCROPODE II shall be used. To facilitate the construction, only one block size is proposed for the concrete blocks for all the sections including the breakwater heads.

5. The Contractor must sign a Sub-License Contract for the ACCROPODE II with the Supplier (CLI) prior to start of ACCROPODE II placing. The Contractor is responsible for checking that all operations comply with the QA/QC procedure given in the Sub-License Contract for the ACCROPODE II Technique. All units must be positioned in accordance with the studies, and construction drawings approved by the Superintendent.

6. No ACCROPODE II unit must be placed on the breakwaters before the placing methodology has been directly approved by CLI. The Contractor shall be responsible for repositioning any units that do not comply with the requirements


of the ACCROPODE II Technique, without incurring any extra charges to the Company.

7. CLI will assist the Contractor in achieving the above aim, within the limits of the stipulations of the ACCROPODE II Sub-License Contract. In this respect, CLI sets up a team of specialists to train and provide assistance to the Contractor 's teams responsible for placing the units on the breakwaters and monitoring these operations. Attendance at training sessions organised by CLI will be compulsory for operators and supervisors responsible for placing the units on the breakwaters.

8. Final approval of ACCROPODE II placing by the Superintendent will be subjected to compliance with the placing methodology approved by CLI in beforehand.

2.4 CONSTRUCTION/INSTALLATION OF BERTHING STRUCTURES

A. Three types of berthing structures will be constructed/installed: 1. Concrete blockwork quay walls. 2. Finger jetty. 3. Floating pontoons with gangway access and walkways.

B. Four types of concrete quay wall structures will be constructed:

Table 1 Characteristics of quay walls Wall Type

Sea bed / dredge level in front of quay (rel. to ACD)

Capping beam level (rel. to ACD)

Design Surcharge (kN/m2) Behind Quay Wall

Design Surcharge (kN/m2) On top of Quay Wall

Height Quay furniture

Remarks

1 -7.0 +4.3 10 10 12.3

Bollard, Ladder, Fender

2 -7.0 +4.3 25 25 12.3

Bollard, Ladder, Fender Mobile crane

2A -7.0 +4.3 25 65 12.3

Bollard, Ladder, Fender, Jib crane rail

Jib crane on rails

2B -7.0 +4.3 25 25 12.3 Car stopper Mobile crane 3 & 3A -5.0 +4.3 20 20 10.8 Car stopper

4 -7.0 +4.3 20 20 12.3 Car stop-per, Bollard

C. Finger jetty is supported on 128 steel tubular piles (914mm diameter, 16mm thickness, 27 meter length) and approximate volume of reinforced concrete of 3922m3.


D. Two types of floating pontoons shall be installed to provide berthing for COMPANYs fleet: 1. Type A: 4.0m wide heavy-duty marina floats for berthing of tug boats, multi-

purpose vessel, supply boat, work boats, oils spill boat and pollution control barges.

2. Type B: 2.5m wide regular-duty marina floats for berthing of small craft, attached to a longitudinal floating access way.

3. The Contractor shall further develop the Conceptual Design provided with the tender documents, to Detail Design in order to accommodate its adopted pontoon and mooring system. The Design by the Contractor shall comply with the Performance Specifications provided with the tender documentation.

E. Bollards, ladders and fenders are to be installed on the berthing structures, as specified in the Specification 02 395 Quay Furniture.

F. Preloading shall be undertaken for all the quay walls as specified in 04 350 Block wall Specifications.

G. Cathodic protection shall satisfy the following: 1. The design of cathodic protection shall be by a COMPANY approved contractor. 2. Reference documents for design shall include COMPANY Standards KOC-L-019. 3. Nominal sea water resistivity shall be considered as 20 Ohms-cm in design

calculations as per NACE Corrosion Engineers Reference Book Page 167. 4. Initial and final current densities shall be considered to calculate anode quantities. 5. Anode resistance shall be calculated as per Table 10-7 of DNV RPB 401.

2.5 CONSTRUCTION OF BEACHING AREA

A. A beaching area for craft and tugs for salvage in emergencies is to be constructed at the intersection of the southern breakwater and the seaward side of the groyne.

B. The beaching area will be approximately 100m long and vary between the dredging level of -7.0m CD and approximately +3.2m CD, with a slope of 1V:5H.

C. Approximately 25,000m3 of rock material (60-300Kg rocks) is to be placed to create this beaching area.

D. Given the wave climate at this location and the steep slope of the beaching area, a traditional sandy beach will not be stable. To provide a stable beaching area the coarse material forming the core of the beaching area will be covered with two layers of sand filled geotextile containers. The sand filled geotextile containers will provide a soft grounding layer for vessels.

E. The sand filled geotextile containers are to be compliant with the Specification 02 373 Geotextile containers.


2.6 CONSTRUCTION OF MARINE AND CIVIL WORKS FOR THE SHIPYARD

A. An outline design of the civil and marine support works and ship lift and associated transfer system together with jib crane rail foundation has been prepared based upon preliminary data from Suppliers.

B. The marine works have been described in Section 2.4 above. The civil works include fundamentally the following: 1. AZ - 46 sheet pile quay to be constructed around the ship lift. The total length of

sheet piles to be installed is approximately 240m and the height of the sheets is approximately 22m. The sheet pile has two types of anchorage system, as follows: approx. 65m length of PU 28 sheet pile with height of approx. 7m and 23 No. RC bored pile (1,200 mm diameter, approx. 15 meter length).

2. 40 No. tubular steel piles (914 mm diameter, 19 mm thick, 26 to 34 m long) and 16 tubular steel piles (914 mm diameter, 16 mm thick, 26 m long) at ship lift hoist support pier locations, together with RC pile cap and intermediate slab. The total volume of concrete to be placed is approximately 600m3 reinforced and approximately 400 m3 plain.

3. Reinforced concrete beams and piles for the foundation of the transfer yard and jib crane rails. The total volume of reinforced concrete to be placed is approximately 3,330 m3 and 805 RC bored piles (800mm Diameter, 16-20 meter length).

4. Requirement for piling under side beams in transfer yard shall be finalized based on selected ship lift system allowable tolerances.

5. 11,200 m2 of concrete paving as per SSH specifications.

C. The Contractor shall further develop the Design presented in the tender documents to accommodate its adopted ship lift and transfer system and selected jib. The Contractor shall allow in its price for the preparation and submission of a tender design, to the Superintendents approval. The Design by the Contractor shall comply with the specified requirements herein. It should be noted that tender drawings presented in the tender documentation are based on a ship lift capacity of 42 tonnes/metre. Shiplift must be capable of lifting an ASD Tug boat of bollard pull 80 Ton with a load bearing length of 18.0 m. However, the Contractor design shall consider a lift capacity not less than50 tonnes/metre based on revised criteria.The Tender Design to be prepared by the Contractor shall have the following minimum requirements/contents: 1. Drawings 2. Specifications 3. Calculations 4. Schedule of Quantities

D. Design of jib crane foundation based on final design loads (also included anchor points, tie downs and jack up points design and arrangement of adopted crane): 1. Jib crane beam and support piles design and any related required design 2. Anchorage area and crane rail and cable slot in quay wall type 2A capping beam

E. The design to be developed/finalized by the Contractor shall suit but shall not be limited to the settlement performance requirements as stated in RPT-SPC-004 Ship Lift Performance Specifications of his adopted ship lift and transfer system (which may include for ground improvements, stone columns and/or pile support structures). The Contractor may propose additional/complementary Technical Specifications, associated with its proposed system, subject to approval by the Superintendent.


F. The Tender Design shall be presented for two options for the Shiplift: 1. Option 1 10 winches 2. Option 2 18 winches

In any case shiplift must sustain the load of any vessel in case of any failure of a single motor.

G. The Contractor shall provide within their tender: 1. Fully Detailed specification for their proposed equipment 2. Concept design drawing for the 2 options including the foundation, civil and

general layout 3. Contractor will be responsible for the full detail design to accommodated their

selected ship lift and transfer system

H. Ship lift to be class certified by Lloyds Register.

I. The operating parameters for the Ship Lift and the transfer system shall be as follows: 1. Lifting of 54 numbers of vessels every 2.5 years to inspect for Class, plus other

maintenance needs as required. On average, a lift may be required every 2 weeks. 2. Three (3) full sized standing spaces (60m long) shall be provided as shown on the

drawings one of which shall be covered. 3. Minimum lift capacity of the ship lift shall be 50 tonnes/metre over the full length

of the ship lift platform = 60 x 50 = 3,000 tonnes.

J. The scope of design, supply and installation of the adopted ship lift and transfer system shall include the necessary ancillary equipment to manoeuvre the vessel into position on the blocks, as well as to shift the vessel from the platform to the final position and vice versa. This shall include for winches (in addition to the lifting winches), capstans and hauling-in mechanism. Contractor shall design, supply and install an appropriate fender system to the quay walls within the ship lift bay area, to the approval of the Superintendent.

K. The adopted ship lift and transfer system shall be of Dual Level type with a transfer pit that will provide access to three dry berths as shown in DWG-STR-001-01.

L. The design, manufacture, supply and installation of all of the related works for the ancillaries of the ship lift and the transfer system including but not limited to rails, cradles, trolleys etc. are to be included for under the scope of CONTRACTORs work.

M. The CONTRACTOR shall produce his designs based on design criteria and specifications provided in Section 02 000, Appendices 1 to 4, as follows: 1. Appendix 1 Ship lift area design criteria 2. Appendix 2 Ship lift performance specifications 3. Appendix 3 Shipyard jib cranes performance specifications 4. Appendix 4 - SGF09033-RPT-MRN-001 Rev 02 Design Criteria Report

2.7 CONSTRUCTION OF RAMP FOR LAUNCHING OF SPM HOSES

A. A SPM hose launching ramp shall be provided at the western end of the 250m long loading / un-loading quay.


B. The launching ramp shall be approximately 40m long and vary between the dredging level of -1.0m CD and +4.3m CD, with a slope of 1:8 (max).

C. The construction of the ramp includes for rock filling (1 to 500 kg) and sloping, placing of geotextile, leveling with crushed rock and placing of reinforced concrete slabs (constructed in 3m lengths).

2.8 INSTALLATION OF NAVIGATION AIDS

A. Installation of aids to navigation lights (AtoN lights) at the tips of the breakwaters is required to contribute to a safe accessibility to the harbour.

B. AtoN lights are required to mark the extremities of the new breakwaters, so that the limits of safe water in both channels are clearly identified at night.

C. AtoN lights and all associated ancillaries are to be designed, manufactured, provided, installed, operated and maintained as per recommendations from the International Association of Marine Aids to Navigation and Lighthouse Authorities (IALA) NAVGUIDE Edition 4 - December 2001 subject to approval of the COMPANY.

PART 3 - PRE-CONSTRUCTION WORKS

3.1 SITE INVESTIGATIONS

A. The Contractor shall undertake an additional geotechnical campaign in advance of implementing any permanent works, in order to validate the geotechnical assumptions adopted in Detailed Design.

B. The minimum requirements for a complementary geotechnical investigation package, to be provided to the Contractor, is included in the Technical Specification for Geotechnical Investigation (02 212), which includes a borehole location plan and a specification of the minimum depths of boring and the testing requirements.

C. Review of the complimentary / additional Geotechnical Investigations, provided by the Contractor during the Construction Contract, in order to validate detailed design assumptions, shall be undertaken by the Superintendant.

3.2 TOPOGRAPHIC AND BATHYMETRIC SURVEY

A. The Contractor shall undertake topographic and bathymetric surveys and associated preparatory works, to prepare survey maps and factual reports in order to obtain maps of the sea bed and a strip of land along the shore prior to the start of demolition / dredging / construction works.

B. The above described works shall be undertaken in accordance with the Specification 02 21 13 Site Surveys.


3.3 PREPARATION OF THE CONSTRUCTION YARD

A. Marine Contractor offices 1. General

a. The Company shall make available land nearby / adjacent to the site for the purpose of establishing a Contractors Storage / Office / Compound area, as shown on the drawings.

b. The Contractor shall establish / construct or install, equip, connect and maintain offices for the exclusive use of the Contractor and the Superintendant, for the duration of the project.

c. The Contractor shall submit its site establishment drawings for the approval of the Superintendant within a period of 15 days following award of the construction contract. The approval or comments by the Superintendant will be given within 15 days following receipt of the Contractors submission.

d. On completion of the works, the buildings and equipment provided by the Contractor shall be removed and the site returned to its original condition.

2. Office buildings a. Throughout the duration of the construction contract the Contractor shall

provide, as a minimum, the following fully furnished / equipped and serviced offices for the sole use of the Marine Superintendant and his staff: 1) An office of 25m2 (minimum) for the sole use of the Marine Resident

Engineer / Superintendant 2) A secretaries office / filling room of Minimum 25m2 equipped with

telephone, internet, fax and filing cabinets 3) A meeting room of 25m (minimum), furnished with board table and

seats. 4) Four (4) offices, 10m (minimum) each for Senior Engineers and

Inspectors 5) An office of 15 m (minimum) for the sole use of the COMPANY 6) Two cloakrooms of 9m each, equipped with toilet and shower 7) Kitchen of 10m2 (minimum) equipped with Fridge, Microwave,

Kettle, Water Dispenser / Cooler, Crockery and Utensils. b. The premises shall be soundly constructed for the climatic conditions

expected and provided with windows. The units shall have a power supply, be air conditioned, have internal lighting and an ample quantity of switch operated wall power sockets in accordance with local regulations. The offices shall be cleaned, serviced, and maintained daily.

c. The offices and meeting room shall be equipped with telephone, fax connection, Internet (ADSL minimum 1024KB downstream speed).

d. A computer network will be established to enable a network connection with access to a color laser multi function printer (printer, copier, scanner), A3 and A4.

e. A secure power supply is provided by UPS for computer power. The battery capacity shall be capable of providing for a minimum of one hour use.

f. The contractor shall supply desktop computers to each office with minimum specifications as stated below: 1) Intel Core i5 Duo 3.16 GHz or equivalent CPU 2) 4 GB Memory and 320 GB HDD 3) Wired/Wireless Network capable 4) DVDRW, Mouse, Keyboard


5) 19 inches size LCD Screen g. The Contractor shall be responsible for arranging for all utilities

connections. Power shall be connected through the local service provider, or through a dedicated generator supplied and maintained by the Contractor. Potable water shall be supplied through the local service provider, or delivered by tanker to site storage tanks.

h. Waste water shall be connected to the local sewerage network, or the contractor shall make arrangements / provide for suitable holding tanks, soakaway and pump out as necessary.

3. Offices shall include for: a. Toilets with sinks; b. Shower; c. Cold and hot water; d. Lighting; e. Air conditioning f. Shaded Car Parking (minimum 10 cars). g. Desks and Chairs, tables, filing cabinets h. Computers, faxes, printers, scanners i. Stationary, letter heads etc j. Consumables (tea, coffee, milk, bottled water, soft drinks etc) k. Survey equipment (automatic level, total station, 30m steel band tape with

tension balance, selection of 5m tapes, steel pegs, spray paints, chalk etc) l. Small boat with outboard engine and driver for the sole use of the Resident

Engineer / Superintendant and his staff.

4. Assistance to the Engineer a. The Contractor shall provide for the exclusive use of the Superintendant all

necessary instruments, which shall be new and/or in proven good condition, appliances, protective clothing, rubber boots, labour, diving equipment, support diver(s), boat, boatman and diving assistance required for checking the setting out of the Works, testing, inspection and for any other attendance on the Superintendent.

b. The Contractor shall provide a secretary / document controller and office boy for the full time use of the Resident Engineer / Superintendant and staff.

PART 4 - SITE ACCESS / CONSTRAINTS ON CONSTRUCTION ACTIVITIES

A. The Contractor shall maintain existing operations with minimal impact to activities during construction progress.

B. Contractor shall be responsible for arranging all passes, for his personnel, equipment and materials, to suit the progress of the works and in accordance with COMPANY requirements.

C. The Contractor may need to agree working hours (site traffic and materials deliveries) with COMPANY to ensure minimum impact upon existing harbor / refinery operations.


D. The Contractor shall arrange for all necessary Site Security in accordance with COMPANY requirements.

E. The Contractor shall arrange for all temporary navigation aids / markers and lighting to demark construction activities and to be agreed with COMPANY operations department.

NORTH HARBOUR


PART 5 - PROJECT DESCRIPTION

5.1 GENERAL

A. KOC (COMPANY) plans to double its oil production and in doing so will need to double its marine fleet size. As a result, COMPANY is constructing a new small boat harbour to accommodate the future requirements.

B. The marine works under this Contract include for the construction of a small boat harbour at the North Pier site. (see Contract Drawings for location).

5.2 MARINE WORKS TO BE EXECUTED

A. The marine works to be executed include (but are not limited to) the following: 1. Demolition and removal of an existing small groyne (formed by Dolos). 2. Dredging and reclamation works; 3. Construction of breakwaters; 4. Construction/Installation of berthing structures (quays, a piled jetty and floating

pontoons) including gangways, fenders, ladders and bollards. Pontoons, gangways and securing systems (piles) are to be designed, manufactured, supplied and installed by proprietary suppliers of such systems, to the approval of the Superintendent.

5. Construction of launching ramp for boats; 6. Installation of navigation aids (beacons).

PART 6 - DESCRIPTION OF THE WORKS

6.1 DEMOLITION WORKS

A. These works include the demolition and removal of an existing small groyne, approximately 250m long and with a maximum bottom width of approximately 6.5m. This structure is mainly formed by Dolos and includes a concrete wall and piles to support a security fence.

B. As-built drawings will be provided by the COMPANY to allow the Contractor to assess the quantities and nature of the demolition materials.

C. The use of demolition materials in permanent works will be possible, if Contractor can demonstrate compliance of the existing materials with the Specifications for marine rockworks (Section 02335) or earthworks and reclamation works (Section 02300), as applicable.

D. The demolition materials (mainly the Dolos) should be temporarily stored on an agreed area to be indicated by the COMPANY.


6.2 DREDGING AND RECLAMATION WORKS

A. Dredging works 1. These works include the dredging of the harbour basin and quay wall trenches. 2. Five dredged levels are to be provided:

a. -7.0m CD in the inner and outer harbour basin as shown in Contract Drawings;

b. -7.5m CD at the tip of the western breakwater; c. -9.0m CD in the base of quay wall Type B4 and C; d. -9.5m CD in the base of quay wall Type B1, B2 and B3.

3. The material to be dredged is generally silty sand with some fines estimated to be within the range of 5 to 18% with an average value of 12.1%. Layers of sandy clay were encountered in some boreholes.

4. The Contractor should select the type and number of dredgers to be used, to be approved by the Superintendent.

B. Reclamation works

1. The scope of works includes for the reclamation of two operational yards: a. Approximately 66,000 m2 area of all-new port yard area for a number of

facilities related with logistical operations (craft building, engineering building, storage buildings, mechanical and electrical workshops, etc.); and

b. The apron behind the (un)loading quay and the bunkering quay. 2. The Contractor shall be responsible for determining the quantity of dredge

material which is suitable for re-use in the permanent works, and which is in accordance with the specified requirements for suitable earthworks / reclamation materials and in line with any ground improvement techniques adopted by the Contractor, in order to meet the specified requirements.

6.3 CONSTRUCTION OF BREAKWATERS

A. The construction of breakwaters is required to ensure adequate protection of the harbour against wave penetration. The following structures are to be constructed:

1. The main breakwater protects the harbour from south-easterly, east and north-

easterly waves. This breakwater is 1,240m long and extends from the end of the causeway linking the harbour with shore to the harbour entrance.

2. The lee breakwater protects the harbour from north waves and is 490m long. A two-way (10m wide) road is provided along the lee breakwater all the way down to the head which features the helipad.

3. The detached breakwater is located at the port entrance in water depths varying from -6m to -7m. It is 140m long and divides the harbour entrance.

4. The following materials shall be used in the construction of the breakwaters: a. Quarry run1-1,000 kg; b. 60-300 kg rock; c. 300-1,000 kg rock; d. 1,000-3,000 kg rock; e. Concrete


5. ACCROPODE II shall be used. To facilitate the construction and increase the stability of the breakwaters, only one block size (3m3) is proposed for the concrete blocks for all the sections, including the breakwater heads.

6. The Contractor must sign a Sub-License Contract for the ACCROPODE II with the Supplier (CLI) prior to start of ACCROPODE II placing. The Contractor is responsible for checking that all operations comply with the QA/QC procedure given in the Sub-License Contract for the ACCROPODE II Technique. All units must be positioned in accordance with the studies and construction drawings approved by the Superintendent.

7. No ACCROPODE II unit must be placed on the breakwaters before the placing methodology has been directly approved by CLI. The Contractor shall be responsible for repositioning any units that do not comply with the requirements of the ACCROPODE II Technique, without incurring any extra charges to the Company.

8. CLI will assist the Contractor in achieving the above aim, within the limits of the stipulations of the ACCROPODE II Sub-License Contract. In this respect, CLI sets up a team of specialists to train and provide assistance to the Contractor 's teams responsible for placing the units on the breakwaters and monitoring these operations. Attendance at training sessions organised by CLI will be compulsory for operators and supervisors responsible for placing the units on the breakwaters.

9. Final approval of ACCROPODE II placing by the Superintendent will be subjected to compliance with the placing methodology approved by CLI in beforehand.

6.4 CONSTRUCTION/INSTALLATION OF BERTHING STRUCTURES

A. Three types of berthing structures will be constructed/installed: 1. Concrete blockwork quay walls; 2. Finger jetty; 3. Floating pontoons with gangway access and walkways.

B. Five types of concrete quay wall structures will be constructed:

Table 2 Characteristics of quay walls Wall Type



Height Design Surge On top and Behind Quay Wall (kN/m2)

Quay furniture Remarks

B1 & B2 -6.9 +4.3 12.3 20 Car stopper

B3 -6.9 +4.3 12.3 20 Car stopper, Bollard, Fender

B4 -6.9 +4.3 12.3 20 Car stopper, Bollard, Fender

C1 & C2 -6.9 +4.3 12.3 25 Car stopper, Bollard


Wall Type



Height Design Surge On top and Behind Quay Wall (kN/m2)

Quay furniture Remarks

C3 -6.9 +4.3 12.3 25 Car stopper, Bollard

C. Central pier is supported on steel tubular piles of 914mm diameter, 16mm thickness, and 22.5 meter length. Two types of floating pontoons shall be installed to provide berthing for COMPANYs fleet: 1. Type A: 4.0m wide heavy-duty marina floats for berthing of tug boats, multi-

purpose vessel, supply boat, work boats, oils spill boat and pollution control barges (refer to Pontoon drawings for further details).

2. Type B: 2.5m wide regular-duty marina floats for berthing of small craft, attached to longitudinal floating access ways or perpendicularly to the finger jetty (refer to Pontoon drawings for further details).

3. The Contractor shall further develop the Conceptual Design provided with the tender documents, to Detail Design in order to accommodate its adopted pontoon and mooring system. The Design by the Contractor shall comply with the Performance Specifications provided with the tender documentation.

D. Bollards, ladders and fenders are to be installed on the berthing structures, as specified in the Specification 02 395 Quay Furniture.

E. Preloading shall be undertaken for all the quay walls as specified in 04 350 Block wall Specifications.

6.5 CONSTRUCTION OF RAMP FOR LAUNCHING BOATS

A. A launching ramp shall be provided at the southern end of the bunkering quay for launching small boats.

B. The launching ramp shall be approximately 40m long and vary between the dredging level of -1.0m CD and +4.3m CD, with a slope of 1:8 (max).

C. The construction of the ramp includes for rock filling (1 to 500 kg) and sloping, placing of geotextile, leveling with crushed rock and placing of reinforced concrete slabs (constructed in 2m lengths).

6.6 INSTALLATION OF NAVIGATION AIDS

A. AtoN lights are required to mark the extremities of the new breakwaters and at the boundary of the existing oil pipelines reserve corridor (refer to drawing DWG-MRN-527), so that the limits of safe water in both harbour access channels are clearly identified at night and during occasions of reduced visibility.


B. AtoN lights and all associated ancillaries are to be designed, manufactured, provided, installed, operated and maintained as per recommendations from the International Association of Marine Aids to Navigation and Lighthouse Authorities (IALA) NAVGUIDE Edition 4 - December 2001 subject to approval of the COMPANY.

PART 7 - PRE-CONSTRUCTION WORKS

7.1 SITE INVESTIGATIONS

A. The Contractor shall undertake an additional geotechnical campaign in advance of implementing any permanent works, in order to validate the geotechnical assumptions adopted in Detailed Design.

B. The minimum requirements for a complementary geotechnical investigation package, to be provided to the Contractor, is included in the Technical Specification for Geotechnical Investigation (02 212), which includes a borehole location plan and a specification of the minimum depths of boring and the testing requirements.

C. Review of the complimentary / additional Geotechnical Investigations, provided by the Contractor during the Construction Contract, in order to validate detailed design assumptions, shall be undertaken by the Superintendent.

7.2 TOPOGRAPHIC AND BATHYMETRIC SURVEY

A. The Contractor shall undertake topographic and bathymetric surveys and associated preparatory works, to prepare survey maps and factual reports in order to obtain maps of the sea bed and a strip of land along the shore prior to the start of demolition / dredging / construction works.

B. The above described works shall be undertaken in accordance with the Specification 02 21 13 Site Surveys.

7.3 PREPARATION OF THE CONSTRUCTION YARD

A. Marine Contractor offices 1. General

a. The Company shall make available land nearby / adjacent to the site for the purpose of establishing a Contractors Storage / Office / Compound area, as shown on the drawings.

b. The Contractor shall establish / construct or install, equip, connect and maintain offices for the exclusive use of the Contractor and the Superintendent, for the duration of the project.

c. The Contractor shall submit its site establishment drawings for the approval of the Superintendent within a period of 15 days following award of the construction contract. The approval or comments by the Superintendent will be given within 15 days following receipt of the Contractors submission.


d. On completion of the works, the buildings and equipment provided by the Contractor shall be removed and the site returned to its original condition.

2. Office buildings a. Throughout the duration of the construction contract the Contractor shall

provide, as a minimum, the following fully furnished / equipped and serviced offices for the sole use of the Marine Superintendent and his staff: 1) An office of 25m2 (minimum) for the sole use of the Marine Resident

Engineer / Superintendent 2) A secretaries office / filling room of Minimum 25m2 equipped with

telephone, internet, fax and filing cabinets 3) A meeting room of 25m (minimum), furnished with board table and

seats. 4) Four (4) offices, 10m (minimum) each for Senior Engineers and

Inspectors 5) An office of 15 m (minimum) for the sole use of the COMPANY 6) Two cloakrooms of 9m each, equipped with toilet and shower 7) Kitchen of 10m2 (minimum) equipped with Fridge, Microwave,

Kettle, Water Dispenser / Cooler, Crockery and Utensils. b. The premises shall be soundly constructed for the climatic conditions

expected and provided with windows. The units shall have a power supply, be air conditioned, have internal lighting and an ample quantity of switch operated wall power sockets in accordance with local regulations. The offices shall be cleaned, serviced, and maintained daily.

c. The offices and meeting room shall be equipped with telephone, fax connection, Internet (ADSL minimum 1024KB downstream speed).

d. A computer network will be established to enable a network connection with access to a color laser multi function printer (printer, copier, scanner), A3 and A4.

e. A secure power supply is provided by UPS for computer power. The battery capacity shall be capable of providing for a minimum of one hour use.

f. The contractor shall supply desktop computers to each office with minimum specifications as stated below: 1) Intel Core i5 Duo 3.16 GHz or equivalent CPU 2) 4 GB Memory and 320 GB HDD 3) Wired/Wireless Network capable 4) DVDRW, Mouse, Keyboard 5) 19 inches size LCD Screen

g. The Contractor shall be responsible for arranging for all utilities connections. Power shall be connected through the local service provider, or through a dedicated generator supplied and maintained by the Contractor. Potable water shall be supplied through the local service provider, or delivered by tanker to site storage tanks.

h. Waste water shall be connected to the local sewerage network, or the contractor shall make arrangements / provide for suitable holding tanks, soakaway and pump out as necessary.

3. Offices shall include for: a. Toilets with sinks; b. Shower; c. Cold and hot water;


d. Lighting; e. Air conditioning f. Shaded Car Parking (minimum 10 cars) g. Desks and Chairs, tables, filing cabinets h. Computers, faxes, printers, scanners i. Stationary, letter heads etc j. Consumables (tea, coffee, milk, bottled water, soft drinks etc) k. Survey equipment (automatic level, total station, 30m steel band tape with

tension balance, selection of 5m tapes, steel pegs, spray paints, chalk etc) l. Small boat with outboard engine and driver for the sole use of the Resident

Engineer / Superintendent and his staff.

4. Assistance to the Engineer a. The Contractor shall provide for the exclusive use of the Superintendent all

necessary instruments, which shall be new and/or in proven good condition, appliances, protective clothing, rubber boots, labour, diving equipment, support diver(s), boat, boatman and diving assistance required for checking the setting out of the Works, testing, inspection and for any other attendance on the Superintendent.

b. The Contractor shall provide a secretary / document controller and office boy for the full time use of the Resident Engineer / Superintendent and staff.

PART 8 - SITE ACCESS / CONSTRAINTS ON CONSTRUCTION ACTIVITIES

A. The Contractor shall maintain existing operations with minimal impact to activities during construction progress.

B. Contractor shall be responsible for arranging all passes, for his personnel, equipment and materials, to suit the progress of the works and in accordance with COMPANY requirements.

C. The Contractor may need to agree working hours (site traffic and materials deliveries) with COMPANY to ensure minimum impact upon existing harbour / refinery operations at KNPC north pier site.

D. The Contractor shall arrange for all necessary Site Security in accordance with COMPANY requirements.

E. The Contractor shall arrange for all temporary navigation aids / markers and lighting to demark construction activities and to be agreed with COMPANY operations department.

END OF SECTION 02 000

Small Boats Harbours Project 02000/A1 1 General Specifications Appendix 1 Shiplift Area

Design Criteria

SECTION 02 000 APPENDIX 1

SHIPLIFT AREA DESIGN CRITERIA

PART 1 - GENERAL

1.1 SCOPE OF WORKS The Contractor shall further develop the Design presented in the tender documents to accommo-date its adopted ship lift and transfer system and selected jib and this document presents the basis of design that will be used by the Contractor design team for the design of the KOC south harbour ship lift area that include transfer yard foundations, ship lift pier and jib crane foundation.

1.2 REFERENCE STANDARDS

1. Ship Lift Performance Specifications (Report No. SGF09033-RPT-PSPC-004)

2. Shipyard Jib Cranes Performance Specifications (Report No. SGF09033-RPT-PSPC-002)

3. British Standards, BS 6349-2:1988 - Maritime structures, Part 2: Design of quay

walls, jetties and dolphins

4. British Standards, BS 6349-1:2000 - Maritime structures, Part 1: Design Criteria

5. British Standards, BS 8002:1994 - Code of practice for Earth retaining structures

6. British Standards, BS 8110-1:1997 - Maritime structures, Part 1: - Part 1: Code of practice for design and construction

7. British Standards, BS 8110-2:1997 - Part 2: Code of practice for special

circumstance

8. British Standards, BS 5950-1:2000 - Part 1

9. BCA, Charts for the design of circular columns to BS 8110

10. BSI 5493 for coatings

11. British Standard: Code of practice for Foundations, BS 8004, 1986.

12. American Petroleum Institute (API), 2000. Recommended Practice for Planning, Designing and Constructing Fixed Offshore PlatformsWorking Stress Design.


Design Criteria

13. Pile Design and Construction Practice , M.J. Tomlinson

14. The Canadian Foundation Engineering Manual, 4th ed., 2006.

15. Federal Highway Administration (FHWA): Drilled Shafts: Construction

Procedures and Design Methods, Report No. FHWA-IF-99-025, 1999.

16. US Army Corps of Engineers: Design of Pile Foundations, Report No. EM 1110-2-2906, 1991.

17. EAU 2004 Recommendation of the committee for water front structures

18. ONeil, M. W. and Reese, L. C. 1999. Drilled Shafts: Construction Procedures and Design Methods. Federal Highway Administration Report No. FHWA-IF-99-025.

19. Reese, L. C., and O'Neill, M. W. 1989. New Design Method for Drilled Shafts from Common Soil and Rock Tests. In Foundation Engineering: Current Principles and Practices, Edited by F.

20. H. Kulhawy, ASCE, Vol. 2, pp. 1026 1039

21. Schmertmann, J. H., Hartman, J. P., and Brown, P. R. 1978. Improved Strain Influence Factor Diagrams. Journal of the Geotechnical Engineering Division, Vol 104, pp 1131-1135

22. ASCE 7-05, Minimum Design Loads for Buildings and Other Structures 2005, American Society of Civil Engineers

PART 2 - GENERAL DESIGN CRITERIA

2.1 Units All units shall be in accordance with the SI system.

2.2 Elevation Datum All elevations are referenced to Admiralty Chart Datum (ACD), which is universally and interna-tionally used by those involved in shipping, elevation 0.00m. If any data refers to the Mina Ahmadi Construction Datum (MACD) it shall be transformed into ACD, according to a relative difference, subject to survey confirmation.

2.3 Design Life According with the project design criteria report, ship lift pier shall have a design life of 50 years.


Design Criteria

2.4 Geometric Criteria Top of platform and beam level= +4.30 CD

2.5 Tidal Levels

A. Highest Astronomical Tide (HAT) CD +3.17m

B. Mean High Water Spring (MHWS) CD +2.84m

C. Mean High Water Neap (MHWN) CD +2.56m

D. Mean Sea Level (MSL) CD +1.80m

E. Mean Low Water Neap (MLWN) CD +0.94m

F. Mean Low Water Spring (MLWS) CD +0.48m

G. Lowest Astronomical Tide (LAT) CD +0.00m

2.6 Seismic Conditions For determination of seismic loading, a peak ground acceleration of 0.075 g for Zone 1 of UBC 97 shall be considered.

2.7 Sea Level Rise Long term global climate changes may induce a worldwide rise of the water level. According to a report produced by the IPCC - Intergovernmental Panel on Climate Change (3), the modelled families of scenarios produced the ranges for sea level rise presented in Table 1.

Table 1 Sea Level Rise (2090-2099 relative to 1980-1999) Case Model-based range* (m) Average (m)

B1 scenario 0.18 0.38 0.28

A1T scenario 0.20 0.45 0.33

B2 scenario 0.20 0.43 0.32

A1B Scenario 0.21 0.48 0.35

A2 Scenario 0.23 0.51 0.37

A1F1 Scenario 0.26 0.59 0.43

Total Average 0.35

Highest Average 0.43

* These models exclude rapid dynamical changes in ice flow Complementarily, Figure 1 - Sea Level Rise according to SRES models shows that the global mean sea level is projected to rise by 0.09 to 0.88 meters between 1990 and 2100, for the full range of SRES scenarios


Design Criteria

Figure 1 - Sea Level Rise according to SRES models Based on these discussions and on the strategic importance of this project, a conservative estimate for the sea level rise of 0.5m will be taken.

2.8 Storm Surge Storms are atmospheric disturbances characterized by low-pressures and strong winds. A storm surge represents the water surface response to wind-induced surface shear stress and pressure fields. Storm-induced surges can produce short-term increases in water level that rise to an eleva-tion considerably above mean water levels. The storm surge combines the effects of wind and barometric set ups. A numerical circulation model was implemented to estimate the extreme sea-level elevation by analysing the weather data including pressure and wind fields. Based on the study, the storm surge is estimated to be 0.75m with a return period of 100 years. Detailed information about the model study can be referred in the Offshore Metocean Conditions Report.

2.9 Harbour Tranquillity As defined in KOC's Technical Specifications, the design wave height inside the protected harbour areas cannot exceed 0.30m (1 foot). In accordance with the OCDI standards, for basins that are located in front of mooring facilities and used for accommodating or mooring vessels, the calm-ness of a specified level shall be achieved for 97.5% or more of the days of the year.

2.10 Wind Basic Wind Speed as defined by ASCE 7-05 will be set at 45m/s.


Design Criteria

2.11 Currents As defined in KOC's Technical Specifications (2), the currents inside the protected harbour areas shall not exceed 0.30m/s (1 ft/s).

2.12 Material Properties

1. Concrete a. Strength

Concrete grade = 40 N/mm2 b. Cover

Minimum cover to reinforcement is 75 millimeter.

2. Steel a. Reinforcement

Reinforcement shall be Type 2 high yield deformed bars having tensile strength of 460 N/mm2 as per BS 4449

b. Tubular piles Tubular piles shall be grade S355 in Accordance with BS EN 10025.

2.13 Over Dredging As a dredger will not be able to produce a given level without tolerance for design level, 0.5 meter allowance shall be considered for over dredging.

2.14 Serviceability Limit State Permissible concrete crack in 50 mm cover:

Splash Zone =0.20mm Other Zones= 0.3 mm

2.15 Rail Beam Tolerances The principle for the rail tolerances is similar to the requirements for crane rails for which compa-rable tolerances are imposed. The maximum beam differential settlement shall be limited to 1 millimeter in 1 meter. All rail beams and hoist platform are supported on pile and settlement of the piles under all load cases shall not exceed 10mm. It shall be noted that in end transfer system, the outer rails are only to provide support for the bilge blocks and taking no account of the wheel loading on the outer rails and might no need to pile sup-porting. Due lack of information related to allowable differential settlement between side rails and centre rails, these beams are supported on pile in tender design and necessity for using pile under these beams shall be finalized in detail design of rail beams. However, these tolerances are subject to the final selection of the ship lift system supplier.

2.16 Geotechnical Properties

A. Stratigraphy


Design Criteria

Relatively limited geotechnical information is currently available on the geotechnical conditions at the Ship Lift location. Geotechnical design of the proposed pile foundations was based on geotechnical information from boreholes No. 3 and 14, as reported in the factual geotechnical report by Gulf Inspection International Company (GIIC) (Report No. 200902 066-SOF dated January 2010). The two boreholes, which are located 60 to 75 m from the Ship Lift location, indicate that the predominant geotechnical conditions con-sisted of deep dense to very dense fine to medium grained silty sand from the seabed down to the end of the boreholes at a level ranging from -35.0 to -36.5 m CD. Standard penetration Test (SPT) blow counts recorded in the boreholes typically ranged from 38 to more than 100 blows per 300 mm penetration, which correspond to relative density rang-ing from 66 to about 100%. It should be noted that increased SPT blow counts in the bo-reholes could be the results of the presence of gravel or gravelled-size shells at the loca-tion of the SPT test and hence caution is required when interpreting this into real com-pactness of the sand. The variations of SPT blow counts and relative density with ground levels are shown in Figure 2 and Figure 3. Fine contents in the sand ranged from 10 to 24% and generally showed some increase with depth. The sand was interbedded with a 5-m thick hard clay layer at a depth of 22 m, i.e. at a level of -28 m CD, in borehole No. 14. SPT blow counts in the clay were typically higher than 50 blows per 300 mm penetration. No laboratory test data, e.g. Atterberg Limits, un-confined compressive strength, was available for the clay layer at the time of this report preparation.

B. Design Parameters Geotechnical design parameters for the main geological units expected at the locations of the Ship Lift (dense to very dense sand and hard clay) were determined based on em-pirical correlations with the results of the SPT. These correlations were calibrated based on the results of laboratory tests, where applicable. As mentioned in Section 2.9.1, in-creased uncertainty is expected in the engineering properties of the hard clay due to the absence of laboratory test data. A summary of the main geotechnical properties related to pile design is provided in Table 2.

Table 2 Summary of the geotechnical properties of the main geological units. Geological Unit

Unit Weight (kN/m3)

Friction Angle (degree)

Undrained Shear Strength (kPa)

Elastic Mod-ulus (MPa)

Sand 19 36 N/A 45 Clay 20 N/A 250 50*

* for undrained conditions


Design Criteria

Figure 2 Variation of SPT blow counts with ground levels.

Figure 3 Variation of relative density with ground levels.

-32

-30

-28

-26

-24

-22

-20

-18

-16

-14

-12

-10

-8

-60 20 40 60 80 100

Leve

l (m

CD

)

SPT Blow Counts

BH-02

BH-03

BH-13

BH-14

-32

-30

-28

-26

-24

-22

-20

-18

-16

-14

-12

-10

-8

-60 20 40 60 80 100

Leve

l (m

CD

)

Relative Density (%)

BH-02

BH-03

BH-13

BH-14

Design Line


Design Criteria

2.17 Corrosion Rate Tubular steel piles will be coated with a protective treatment system in accordance with project painting specification. In addition to providing for painting, allowance for 50 years sacrificial steel will be made in accor-dance to corrosion rates from Table 3

Table 3 Steel sheet pile corrosion rates Finally based on above table total loss for each element is as follows:

Splash, Tidal and Intertidal Zone: 7.5 mm Sea water immersion Zone: 5.0 mm Buried part: 0.75 mm

PART 3 - SHIP LIFT PIER DESIGN LOADS

3.1 General The following loads have been considered, in analysis:

a) Self weight Load

b) Ship lift Load due to hoist

c) Bollard and capstone Load

d) Live Load

3.2 Self Weight Load The Self Weight Load is the effective weight of the structural elements of the structure

Density of concrete = 24 kN/m3 Density of steel=77 kN/m3

Zone Description Corrosion rate ( mm/Year)

Splash, Tidal and Intertidal Zone(Deck level to -0.5)

0.15

Sea water immersion Zone (-0.5 to sea Bed)

0.10

Below Sea Bed and buried for each side

0.015


Design Criteria

3.3 Live Load Live loads includes loads due to intended use and occupancy of the structure, but not permanently attached to it. Platform has been designed, in general, for two types of live loads:

UDL (Uniformly Distributed Load) of 5kN/m2 at ship lifts cap pile where hoists are in-

stalled

UDL (Uniformly Distributed Load) of 20 kN/m2 at the rest area as shown below:


Design Criteria

3.4 Hoist Load

Hoist base and pile cap loading details

VERTICAL PAD LOAD IN METRIC TONS A B C D E F

LOA

D

CA

SE

PLATFORM UP AT TOP ELEVATION

220 150 44 14 -1 17

PLATFORM UP AT -5m FROM TOP

220 150 38 19 -7 17

It shall be noted that these load are preliminary and design shall be confirmed based on final load-ing.

3.5 Bollard and Capstone Load Based on supplier data, 50 kN load shall be considered in each ship lift platform due bollard and capstone. This load is also preliminary and shall be confirmed by suppliers.


Design Criteria

3.6 Load Cases D: Dead Load Due to structural Self Weight and Superimposed Dead Load L: Load Due to Live Load H: Load Due to Hoist Mn: Mooring Load in Normal Condition (=0.5x Bollard Loading) Me: Mooring Load in Extreme Condition Bn: Normal Berthing Load Be: Abnormal Berthing Load

3.7 Load Combinations Load combination for service and ultimate design based on BS8110 part 1 and BS 6349 part 2 are as follow:

A. Working stress design

B. Ultimate Design

No. Load Combination Combination type

1 D+ L Normal

2 D+L+Mn Normal

3 D+L+H+ Mn Normal

4 D+L+Bn Normal

5 D+H+Mn Normal

6 D+Mn Normal

7 D+Bn Normal

8 D+L+Me Extreme

9 D+L+Be Extreme

10 D+Me Extreme

11 D+Be Extreme

No. Load Combination f3 1 1.4 D+ 1.6 L 1.0

2 1.2D+1.4 L+1.4 Mn 1.1

3 1.2 D+1.4L+1.4 H+1.4Mn 1.1


Design Criteria

PART 4 - TRANSFER YARD FOUNDATIONS DESIGN LOADS


A. Self weight Load

B. Ship lift transfer load

C. Seismic Load

4.2 Self Weight Load The Self Weight Load is the effective weight of the structural elements of the structure Density of concrete = 24 kN/m3 Density of sea water = 10.1 kN/m2

4.3 Ship Lift Transfer Load Following are the design loads assumed for the Tender design of End transfer and side transfer foundations; however it should be noted that these loads are subject to the final selection of the ship lift system. It should be noted that tender drawings are based on a ship lift capacity of 42 tonnes/metre. How-ever, the detail design to be developed by the Contractor shall consider a lift capacity of 50 tonnes/metre based on revised criteria.

4 1.2 D+1.4 L+1.4 Bn 1.1

5 1.2 D+1.4 H+1.4 Mn 1.1

6 1.2 D+1.4 Mn 1.1

7 1.2 D+1.4 Bn 1.1

8 1.2 D+1.2 L+1.2Me 1.1

9 1.2 D+1.2 L+1.2 Be 1.1

10 1.2 D+1.2 Me 1.1

11 1.2 D+1.2 Be 1.1


Design Criteria

A. End Transfer In assessing the transfer system capacity account is taken of the keel block loading/support and this arises from the wheels on the centre rail and taking no account of the wheel loading on the outer rails End Transfer Cradles (ETC) is made up of one-beam keel modules at 1.6m spacing. The end of each keel beam is supported by a pair of wheels at 0.8m spacing and wheel load is 19 tons/wheel. So wheel load wheel load configuration has been considered in analysis:

Wheels on the outer rails are to provide support for the bilge blocks which are provisioned for sta-bility and are located on the bilge rails (every other rail)

B. Side Transfer

For side transfer there are four wheels per rail at a rail space of 2.65m, the wheels are 1m apart. On the bilge rails (every other rail) there are four additional wheels in pairs 5m from the centre-line.

Based loading discussed above following wheel load configuration has been considered in analy-sis:

It shall be noted that based on vendor advice, 1.5% of above loading has been as lateral

4.4 Seismic Loads As the structure is located in Zone 1 of UBC, the value of peak ground acceleration (of 0.075 g) is small. Therefore, it is expected that the seismic loads will not govern the design and will not be included in design load combinations.


Design Criteria

4.5 Load Cases D: Dead Load Due to structural Self Weight and Superimposed Dead Load Ccradle: Ship lifts end transfer Cradle Load / Side transfer carriage, include Vertical and Horizontal

4.6 Load Combinations Load combination for service and ultimate design based on BS8110 part 1 is as follow:


D+ Ccradle: Normal Condition

B. Ultimate Design

1.4 D+ 1.6 Ccradle

PART 5 - JIB CRANE FOUNDATIONS DESIGN LOADS


A. Dead Load

B. Crane Load

C. Seismic Load

5.2 Dead Load Density of concrete = 24 kN/m2 Density of sea water = 10.25 kN/m2

5.3 Seismic Loads As the structure is located in Zone 1 of UBC, the value of peak ground acceleration (of 0.075 g) is small. Therefore, it is expected that the seismic loads will not govern the design and will not be included in design load combinations.

5.4 Crane Loading Following are the design loads assumed for the Tender design of jib crane foundation; however it should be noted that these loads are subject to the final selection of the jib crane supplier.

A. Vertical Load Maximum Wheel Load-= 300 kN Distance between wheels=0.765m


Design Criteria

B. Lateral Load P Lateral=0.10x Pvertical =40 kN/m

C. Tie down, Anchor and Jack up Force 1. The anchor force is 100 kN 2. Bumper force is 414 kN 3. Jack up force is 600 kN 4. Tie down force is 120 kN

5.5 Load Cases D: Dead Load Due to structural Self Weight and Superimposed Dead Load Crn: Jib Crane Load in Normal condition include Vertical and Horizontal Cre: Jib Crane Load in Extreme Condition include Vertical and Horizontal

5.6 Load Combination Load combination for service and ultimate design based on BS8110 part 1 is as follow:


D+Crn : Normal Condition

D+Cre: Extreme Condition

B. Ultimate Design

1.4 D+1.6 Crn

1.4 D+1.4 Cre

PART 6 - DESIGN

6.1 Steel Design All steel structures shall be designed in accordance with BS 5950.

6.2 Concrete Design All concrete parts shall be designed in accordance with BS 8110.

6.3 Pile Foundation Design Pile design shall satisfy the following:


Design Criteria

a. Factor of safety against failure along pile shaft (side resistance) shall not be smaller than 2.

b. Factor of safety against failure below pile tip (end bearing) shall not be smaller than 3.

c. Pile vertical movement (settlement) shall not be greater than 10 mm or as specified by Crane suppliers, whichever is more stringent.

d. Pile lateral movement (deflection) shall not be greater than 6 mm or as specified by Crane suppliers, whichever is more stringent.

END OF SECTION 02 000 APPENDIX 1

Small Boats Harbours Project 02000/A2 1 General Specifications Appendix 2 Shiplift

Performance Specification


SHIPLIFT PERFORMANCE SPECIFICATIONS

PART 1 - GENERAL

1.1 SCOPE OF WORKS

A. This specification sets the operating parameters for the Ship Lift, based on which Contractor shall further develop the Design presented in the Tender Documents to accommodate its adopted ship lift and transfer system, and shall be read in conjunction with the General Specification.

B. The scope of design, supply and installation of the adopted ship lift and transfer system shall include the necessary ancillary equipment to maneuver the vessel into position on the blocks, as well as to shift the vessel from the platform to the final position and vice versa. This shall include for winches (in addition to the lifting winches), capstans, hauling-in mechanism etc.

C. Contractor shall design, supply and install an appropriate fender system to the quay walls within the ship lift bay area, to the approval of the Superintendent.

D. The design, manufacture, supply and installation of all of the related works for the ancillaries of the ship lift and the transfer system including but not limited to rails, cradles, trolleys etc. are to be included for under the scope of Contractors scope of works.

E. Supplier of ship lift to ensure that system is capable of lifting the cross main beams to get its lower flange at HAT tide level. for inspection and maintenance.

F. The Contractor must confirm that ship lift platform will sustain the load in case of failure of any one of the winches.

1.2 ABBREVIATIONS

A. Abbreviations used in this document are listed as below: 1. VTP: Vendor to propose 2. NA: Not applicable or meaningful



PART 2 - MATERIALS

2.1 PARTICULARS No Description Winches Platform Carriages Control

room General

1 Type VTP VTP Longitudinal & Trans-verse

Fully compu-terized

-

2 Application Ship re-pair yard

Ditto Ditto ditto -

3 Lifting slings Wire ropes

Ditto VTP NA -

4 No of falls of rope VTP VTP NA NA - 5 Principal material Various Carbon

steel Carbon steel NA -

6 Haul-in system (com-plete)

NA NA NA NA Required

7 Deadman's lock VTP VTP VTP VTP VTP 8 No. of berths: 3 as shown in layout

2.2 VESSELS TO BE LIFTED No Description Winches Platform Carriages Control

room General

1 Max Distributed Load (Pay load)

50 ton/meter 50 ton/meter 50 ton/meter - -

2 Length of vessel up to 60 m up to 60 m up to 60 m - -

3 Width of vessel up to 15 m up to 15 m up to 15 m - -

4 Min length/width of vessel

Vendor to highlight any problem associated with multiple vessels being lifted at once

5 Clear width of ship lift (between fend-ers)

NA VTP VTP NA NA

6 Max weight of vessel to be lifted

3,000 tons 3,000 tons 3,000 tons 3,000 tons -

7 Max draft of vessel - 6m - - 6m



2.3 FACILITIES ON LAND No Description Winches Platform Carriages Control

room General

1 Positioning mechanism (winches or capstans) for vessel on land

NA VTP VTP NA Required

2 Design of cradles NA NA NA NA Required

3 Supply of cradles NA NA NA NA Required

4 Design and supply of long. carriages

NA NA 4 sets NA Required

5 Design and supply of transverse carriages

NA NA NA NA -

6 Air conditioning for Con-trol Room

NA NA NA Required -

7 Step down transformer (11kV to 440v)

NA NA NA - See under Power

8 All electric cables up to transformer

- NA NA Required Required

9 All necessary winches for towing carriages on land.

- - - - To be sup-plied by vendor.

2.4 CLEARANCES No Description Winches Platform Carriages Control

room General

1 Clearances each side with max vessel width

NA NA NA NA 2.5m

2 Depth of long./ trans-verse carriages

NA NA VTP NA -

3 Width of carriage transverse/longitudinal

NA NA VTP NA -

4 Depth of main platform NA VTP NA NA -

5 Working height under keel

NA NA NA NA 1.5m



No Description Winches Platform Carriages Control room

General

6 Clearance between platform & sea bed

NA 0.5m NA NA 0.5m

7 Layout as proposed Vendor to highlight, prior to submission, any potential problem in relation to their system.

2.5 POWER No Description Winches Platform Carriages Control

room General

1 Power source 11kV 50 Hz/ 440 volt/ 3 phase

NA NA 11kV 50 Hz/ 440 volt/ 3 phase

-

2 Speeds - - - - - 2a Hoisting with vessel

of 3000 tons 20 cm per minute

20 cm per minute

NA NA -

2b Hoisting/lowering speed without load

VTP VTP NA VTP VTP

2c Inching speed 0 to 10 cm per minute

NA NA 0 to 10 cm per minute

-

3 Speed control (hoist-ing)

Variable speed drive

NA NA Variable speed drive

Variable speed drive

2.6 INFORMATION FOR CIVIL WORKS DESIGN No Description Winches Platform Carriages Control

room General

1 Cope level relative to Chart da-tum

NA NA NA NA +4.3m

2 Top of rails on dry berths NA NA NA NA +4.3m 3 Maximum allowable wheel load

on rail, tons per wheel < 50 tons < 50 tons < 50 tons NA < 50 tons

4 Tolerable misalignment of rails longitudinal

NA VTP VTP NA VTP

5 Tolerable misalignment of rails transverse

NA VTP VTP NA VTP

6 Design life 50 years 50 years 50 years 50 years 50 years



2.7 ENVIRONMENTAL CONDITIONS No Description Winches Platform Carriages Control

room General

1 Location Kuwait Kuwait Kuwait Kuwait Kuwait 2 Humidity / Temp / Rainfall

/ Sandstorm As per location

As per location

As per location

As per location

As per location

3 Design wind speed - - - - 90 knots 4 Design life (electro-

mechanical components) 30 years 30 years 30 years 30 years 30 years

5 Surface preparation SA2.5 VTP Required Required Required Also all other structures

6 Control Room air condi-tioned?

NA NA NA Required -

PART 3 - EXECUTION

3.1 QUALITY ASSURANCE No Description Winches Platform Carriages Control

room General

1 Design Standards VTP VTP VTP VTP VTP 2 Manufacturer's drawing to be

approved by buyer's representa-tive?

Required Required Required Required Required

3 Inspection of vendor and sub-contractor's facilities by buyer's representative?


4 Material and fabrication inspec-tion by Buyer's representative?


5 Test procedures for buyer's rep-resentative's approval?


6 Overload and speed verification tests on site for approval?


3.2 ERECTION AND DELIVERY No Description Winches Platform Carriages Control

room General

1 Erection on site


2 Accessibility of site for de-livery or erec-tion

Vendor to ascertain

Vendor to ascertain

Vendor to ascertain

Vendor to ascertain

Vendor to ascer-tain



No Description Winches Platform Carriages Control room

General

3 Provision for all manpower, tools and equipment for erection.


4 Expected deli-very

End 2012 End 2012 End 2012 End 2012 -

5 Insurance: Vendor to cover all par-ties against claims.


6 All freight and insurance


3.3 TRAINING OF OPERATORS AND MAINTENANCE TECHNICIANS No Description Winches Platform Carriages Control

room General

1 At vendor's plant 2 weeks 0 week 0 week 2 weeks 2 weeks 2 At buyer's premises 8 weeks 1 week 1week 8 weeks 8 weeks 3 All manuals Required Required Required Required Required


Small Boats Harbours Project 1 Shipyard JIB Cranes Performance Specification


SHIPYARD JIB CRANES PERFORMANCE SPECIFICATIONS

PART 1 - GENERAL

1.1 SCOPE OF WORKS

A. This specification sets the operating, design and manufacture parameters for the Shipyard JIB Crane and shall be read in conjunction with the General Specification.

1.2 ABBREVIATIONS

A. Abbreviations used in this document are listed as below: 1. VTP: Vendor to propose 2. NA: Not applicable or meaningful

PART 2 - MATERIALS

2.1 PARTICULARS No. Description Crane JC 1 1 Type slewing jib 2 Application Ship repair 3 Level luffing OR Hammerhead type VTP 4 Safe working load in m ton at 56 m radius 10 m ton 5 Safe working load in m ton at 20 m radius 35 m ton 6 Travel length 320 meters 7 Max height of hook above rail

(To be verified in conjunction with clause 2.2-6 by Vendor) 35 meters

8 Lowest drop of hook below rail 12 m 9 Slew mechanism slew ring 10 No of rope falls 4 11 Material Jib High strength steel 12 Material Other structures carbon steel 13 Material for slew ring VTP 14 Material for sheaves VTP 15 Electric equipment class VTP


2.2 CLEARANCES No. Description Crane JC 1 1 Clear width between portal/ bogies 7 meters 2 Clear headroom under portal 6 meters 3 Bogie assembly shall not exceed either side of rail center 0.5 meters 4 Jib radius rear 12 meters 5 Clear headroom rail to counter-ballast 28 meters 6 Crane operation interaction with surrounding buildings:

The crane should be able to serve the DB1 Covered Dry Berth and handle materials through the movable skylights located on the roof of the berth.

Vendor to ascertain

2.3 POWER No. Description Crane JC 1 1 Power pick up by trailing cable 2 Power source 440v/3 phase/50Hz 3 Speeds Crane JC 1 3a Hoisting with max SWL > or= 15 m/min 3b Hoisting/lowering speed without load VTP 3c Slewing > or= 3 revs/min 3d Tranverse (jib) > or= 30 m/min 3e Travelling (rail) > or= 30 m/min 3f Inching speed 0 to 10 cm per

minute 3g Speed control (hoisting, slewing and travelling motors) VSD

2.4 INFORMATION FOR CIVIL WORKS DESIGN No. Description Crane JC 1 1 Wheel load on rail, in most adverse condition < 35 tons per wheel 2 Distance between rails (gauge) 10 m 3 Storm anchor Required 4 Jack up point for maintenance of bogie Required 5 Type of rail/sole plate/ clips VTP 6 Total weight of crane without counter ballast Vendor to advise 7 Total weight of counter ballast Vendor to advise


2.5 ENVIRONMENTAL CONDITIONS No. Description Crane JC 1 1 Location Kuwait 2 Humidity/Temp/Rainfall/Sandstorm As per location 3 Design wind speed under operation (to be advised) 25 knots 4 Design wind speed anchored ( to be advised0 90 knots 5 Design life 30 years 6 Preservation (painting system) VTP 7 Operators cabin air conditioned Required

PART 3 - EXECUTION

3.1 QUALITY ASSURANCE No. Description Crane JC 1 1 Design Standards FEM or equivalent 2 Manufacturer's drawing to be approved by buyer's representa-

tive? Yes

3 Inspection/approval of vendor and subcontractor's facilities by buyer's representative?

Yes

4 Material and fabrication inspection by Buyer's representative? Yes 5 Test procedures for buyer's representative's approval? Yes 6 Overload and speed verification tests on site for buyer's repre-

sentative's approval? Yes

3.2 ERECTION AND DELIVERY No. Description Crane JC 1 1 Erection on site Optional 2 Complete crane by barge Optional 3 Accessibility of site for delivery or erection Vendor to ascertain 4 Provision for all manpower, tools and equipment for erection. Vendor to provide 5 Expected delivery on site early 2012 6 Insurance: Vendor to cover all parties against claims? Yes 7 All freight and insurance for Vendors account Required


3.3 TRAINING OF OPERATORS AND MAINTENANCE TECHNICIANS No. Description Crane JC 1 1 At vendor's plant No 2 At buyer's premises 7 days 3 All manuals Required


Small Boats Harbours Project 02000/A4 1 General Specifications Appendix 4

Design Criteria Report


DESIGN CRITERIA REPORT REV 3

Small Boats Harbours Project 1/21 Design Criteria

TABLE OF CONTENTS

1 Introduction ................................................................................................ 3

2 Executive Summary .................................................................................. 4

3 General Design Criteria ........................................................................... 63.1 Units ......................................................................................................... 63.2 Elevation Datum ................................................................................... 63.3 Site Coordinates ................................................................................... 63.4 Design Life ............................................................................................. 63.5 Design Vessels ....................................................................................... 73.6 Tidal Levels ............................................................................................. 83.7 Sea Level Rise ........................................................................................ 93.8 Storm Surge ......................................................................................... 103.9 Harbour Tranquillity ............................................................................ 103.10 Navigation and Harbour Entrances ................................................ 113.11 Wind ...................................................................................................... 113.12 Currents ................................................................................................ 113.13 Seismic .................................................................................................. 113.14 Thermal consideration ....................................................................... 123.15 Geotechnical properties .................................................................. 12

4 Design Criteria for Breakwaters ............................................................ 134.1 Geometric Criteria ............................................................................. 134.2 Design Wave ....................................................................................... 134.3 Overtopping Criteria ......................................................................... 14

5 Design loads for quay walls ................................................................... 165.1 Geometric Criteria ............................................................................. 165.2 Loads .................................................................................................... 165.3 Load Cases .......................................................................................... 175.4 Load Combinations ........................................................................... 175.5 Factors of Safety ................................................................................. 18

6 Design Loads for Piled Structures .......................................................... 186.1 Dead Load .......................................................................................... 18


6.2 Load Cases .......................................................................................... 186.3 Load Combinations ........................................................................... 186.4 Pile Design ........................................................................................... 19

7 Design of Steel and Concrete Structures ............................................ 207.1 Steel Structures .................................................................................... 207.2 Concrete Structure ............................................................................ 207.3 Serviceability Limit State .................................................................... 207.4 Material Strength ................................................................................ 20

8 References ............................................................................................... 21

LIST OF TABLES Table 1 - General Design Criteria .......................................................................... 4Table 2 - Design Criteria for Breakwaters ............................................................. 5Table 3 - Design Criteria for Quay Walls .............................................................. 5Table 4 - Design Criteria for Piled Structures ....................................................... 5Table 5 - Large Vessels Characteristics ................................................................ 7Table 6 - 30 meter long berth Characteristics .................................................... 8Table 7 Sea Level Rise (2090-2099 relative to 1980-1999) .............................. 9

LIST OF FIGURES Figure 1 - Design life criteria for marine structures ............................................. 6Figure 2 - Sea Level Rise according to SRES models ....................................... 10Figure 3 - Wave Set-up and run-up .................................................................... 13Figure 4 - Relationship between design life, return period and probability of exceedance. ......................................................................................................... 13


1 INTRODUCTION

The following sections set out the governing criteria for the design of marine works as determined by the Contract Specifications and the relevant Design Standards.

Main chapters of this document include:

A) General Criteria;

B) Design Criteria for Breakwaters;

C) Design Loads for Quay Walls;

D) Design Loads for Pilled Structures;

E) Design Criteria for Harbour Operations.

This report will be subject to updates, as the different marine elements progresses.


2 EXECUTIVE SUMMARY

Table 1 - General Design Criteria

Item Parameter Value

3.1 Units SI

3.2 Elevation Datum CD (from MACD)

3.3 Site coordinates In accordance with plan

3.4 Design Life 50 years

3.5 Design Vessels Refer Table 5 & Table 6

3.6 Tidal Levels Refer to chapter 3.6

3.7 Sea Level Rise 0.5m

3.8 Storm Surge 0.75m

3.9 Harbour Tranquillity hwave


Table 2 - Design Criteria for Breakwaters


4.1 Geometric Criteria DWL=MHSW+SS+SLR+WS

CL=MHSW+SS+SLR+WS+WR

4.2 Design wave Waves with return period 100 years

4.3 Overtopping q=20l/s/m

4.4 Geotechnical Stability FS=1.5 (static conditions)

FS=1.1 (seismic conditions)

Table 3 - Design Criteria for Quay Walls


5.1 Geometric Criteria L= +4.3CD

5.2 Loads

Density of Mass Concrete 24 kN/m

Density of Sea Water 10.2 kN/m

Surcharge Load Refer to chapter 5.2

Bollard Load (standard case) 150 kN

Tidal Lag 0.50 m

Table 4 - Design Criteria for Piled Structures


6.1 Dead Loads

Density of concrete 24 kN/m3

Density of steel 77 kN/m3

Density of sea water 10.2 kN/m3


3 GENERAL DESIGN CRITERIA

3.1 Units All units shall be in accordance with the SI system.

3.2 Elevation Datum All elevations are referenced to Admiralty Chart Datum (ACD), which is universally and internationally used by those involved in shipping, elevation 0.00m.

If any data refers to the Mina Ahmadi Construction Datum (MACD) it shall be transformed into ACD, according to a relative difference, subject to survey confirmation.

3.3 Site Coordinates All marine works shall be designed in accordance with the UTM WGS84 Zone 39 coordinate system.

3.4 Design Life In accordance with international standards and good engineering practices, the design working life of maritime structures such as quay walls, jetties and docks is of 50 years. The extract from BS 6349-1:2000 (1) is given below.

Figure 1 - Design life criteria for marine structures


According with the Technical Specifications by KOC, the mechanical and electrical systems for the ship lift shall have a design life of 30 years (2).

3.5 Design Vessels Both north and south Harbours shall be design in order to accommodate the vessels and berth spaces in the tables presented here

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