STANDARD SPECIFICATIONS FOR CONSTRUCTION WORKS 2008 · 1.1 Programme of Works The Contractor shall...

STANDARD SPECIFICATIONS FOR

CONSTRUCTION WORKS

2008

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Introduction

The Standard Specifications are published as a series of 21 stand-alone modules each addressing a

single distinct area of the construction process. This stand-alone module 21 is an integral part of the

Standard Specifications.

The purpose of the MoW STANDARD SPECIFICATIONS FOR CONSTRUCTION is to provide the

design professional with a guide for accepted construction practices for Ministry of Works projects. As

an aid to the designer, these Standard Specifications are provided for the inclusion in proposed

development projects for ease, efficiency and cost savings.

The Standard Specifications are not intended to limit the design responsibility of the design

professional. However, they establish a minimum acceptable criterion and/or quality for use within

Ministry of Works projects.

The design professional may increase the requirements of an item contained in the Standard

Specifications to meet job requirements, but when this is done, there should be no reference for that

item on the drawings to the Ministry of Works Standard Specifications and a new specification should

be included with the drawings or project contract documents.

The design professional must review all Standard Specifications to be sure that they are adequate for

the proposed project based on the job site conditions; the design professional is solely responsible for

the designs submitted under his seal.

In order to keep design standards current with changing regulations and improved construction

materials and practices this section will be updated and maintained by the concerned authorities of the

Ministry of Works. Prior to starting a new project, the design professional should contact the concerned

Directorate of the Ministry of Works to verify that he/she has the latest document revisions.

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Module List

Module No Module Title

1 Guidance and General Specifications

2 Concrete

3 Earthworks

4 Glass and Glazing

5 Joinery and Carpentry

6 Ironmongery

7 Internal Finishes including Thermal Insulation

8 Painting and Decorating (Internal & External)

9 Metalwork

10 Roofing

11 Structural Steel (and Coatings)

12 Structural Timber

13 Masonry

14 Plumbing and Sanitary

15 Mechanical Installation in Buildings

16 Electrical Installation

17 Sewerage, Pipelines and Pipework

18 Sewerage M&E Works

19 Roadworks

20 Landscaping

21 Dredging, Reclamation and Shoreline Protection

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Table of Contents CLAUSE DESCRIPTION PAGE

Introduction 1

Module List 2

Table of Contents 3

Foreword 8

SECTION A – DREDGING

1. PART 1 GENERAL 9

1.1 Programme of Works…………………………………………………………………………….. 9

1.2 Potential Borrow Areas…………………………………………………………………………… 9

1.3 Contractor to Investigate…………………………………………………………………………. 9

1.4 Materials to be Dredged…………………………………………………………………………..10

1.5 Statutory Approvals……………………………………………………………………………….10

1.6 Explosives………………………………………………………………………………………….10

1.7 Access and Accommodation for the Engineer………………………………………………....10

2. PART 2 OBSTRUCTIONS 10

2.1 Obstructions and Debris………………………………………………………………………….10

3. PART 3 MOORINGS 11

4. PART 4 RECORD 11

4.1 Daily Report for Dredgers………………………………………………………………………...11

4.2 Weekly Dredging Proposals…………………………………………………………………….. 12

5. PART 5 PLANT AND METHODS 12 5.1 Plant………………………………………………………………………………………………..12 5.2 Methods…………………………………………………………………………………………...12 5.3 Dredging Consents………………………………………………………………………...........12

6. PART 6 SURVEYS AND SOUNDINGS 12 6.1 Echo-sounder……………………………………………………………………………………. 12 6.2 Survey Positioning………………………………………………………………………………. 12 6.3 Bar Checks………………………………………………………………………………………. 13 6.4 Sounding Plate Checks………………………………………………………………………… 13 6.5 Tide Levels………………………………………………………………………………………. 13 6.6 Existing Bed Levels……………………………………………………………………………... 13 6.7 Survey Grid………………………………………………………………………………………. 13 6.8 Pre-dredge ‘in’ Survey………………………………………………………………………….. 14

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6.9 Additional Surveys……………………………………………………………………………….. 14 6.10 Interim Surveys…………………………………………………………………………………... 14 6.11 Post-dredge Surveys……………………………………………………………………………. 14 6.12 Echo-rolls and Drawings………………………………………………………………………... 14 6.13 Measurement……………………………………………………………………………………. 15 6.14 Sectional Completion…………………………………………………………………………… 15 6.15 Survey Boat……………………………………………………………………………………… 15

7. PART 7 TOLERANCES 15 7.1 Dredging Limits………………………………………………………………………………….. 15 7.2 Finished Dredged Levels in Borrow Areas…………………………………………………… 15 7.3 Bed Formation Tolerances in Prescribed Dredge Areas…………………………………… 16 7.4 Side Slopes……………………………………………………………………………………… 16

8. PART 8 DREDGING LOSSES 16 8.1 Prevention of Dredging Losses………………………………………………………….......... 16 8.2 Removal of Accretion……………………………………………………………………........... 16 8.3 Pollution and Contaminant Control…………………………………………………………….. 17 8.4 Clearance of Slumping………………………………………………………………………….. 17 8.5 Spillage or Weiring During Dredging………………………………………………………….. 17 8.6 Limit Weiring Losses……………………………………………………………………………. 17

9. PART 9 ENVIRONMENTAL MITIGATION AND MONITORING 17 9.1 Background Monitoring…………………………………………………………………………. 17 9.2 Suspended Sediment Concentration Monitoring…………………………………………….. 18 9.3 Water Sampling………………………………………………………………………………….. 18 9.4 Equipment for the Engineer…………………………………………………………………….. 18 9.5 Monitoring Vessels………………………………………………………………………………. 18 9.6 Mitigation…………………………………………………………………………………………. 18 9.7 Monitoring Environmentally Sensitive Areas………………………………………………….. 19 SECTION B – RECLAMATION

10. PART 10 RECLAMATION GENERAL 20 10.1 Description of the Works……………………………………………………………………….. 20 10.2 Disposal of Unsuitable Material………………………………………………………………… 20 10.3 Land Based Plant for Bunds……………………………………………………………………. 20

11. PART 11 PLANT & METHODS 20 11.1 Methods………………………………………………………………………………………….. 20

12. PART 12 SUSPENDED SEDIMENT CONCENTRATIONS AND BUILD-UP OF FINE MATERIALS 21 12.1 Fines Content of Discharge Water……………………………………………………………. 21 12.2 Treatment and Disposal of Fine Materials……………………………………………………. 21

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13. PART 13 NOTICE BOARDS 22 13.1 Warning Notice Boards…………………………………………………………………………. 22

14. PART 14 SURVEYS 22 14.1 Topographic Surveys……………………………………………………………………………. 22 14.2 Bathymetric Surveys…………………………………………………………………………….. 22 14.3 Survey Grid………………………………………………………………………………………. 22 14.4 Initial Survey………………………………………………………………………………........... 22 14.5 Interim Surveys………………………………………………………………………………….. 22 14.6 Final Surveys…………………………………………………………………………………….. 23 14.7 Provisional Acceptance…………………………………………………………………………. 23 14.8 Survey Data……………………………………………………………………………………… 23 14.9 Software………………………………………………………………………………………….. 23

15. PART 15 EXISTING OUTFALLS 23 15.1 Existing Outfalls…………………………………………………………………………………. 23

16. PART 16 PLACING OF FILL MATERIAL 23 16.1 Filling in Reclamation Areas……………………………………………………………………. 23 16.2 Method Restriction………………………………………………………………………………. 24 16.3 Prevention of Leakage………………………………………………………………………….. 24 16.4 Level Tolerance…………………………………………………………………………………. 24

17. PART 17 FILL MATERIAL 24 17.1 General……………………………………………………………………………………........... 24 17.2 Test Standards…………………………………………………………………………………... 24 17.3 Suitable Fill Material…………………………………………………………………………….. 24 17.4 Preparation of Formation……………………………………………………………………….. 25

18. PART 18 ACCEPTANCE TESTING OF RECLAMATION FILL 25 18.1 Characterization of Reclamation Fill…………………………………………………………… 25 18.2 Acceptance Areas……………………………………………………………………………….. 25 18.3 Zone Load Tests on Reclaimed Areas………………………………………………………... 25 18.4 Non-compliant Fill Composition and/or Zone Load Test Results…………………………... 26 18.5 Acceptance Report………………………………………………………………………........... 26

19. PART 19 ENVIRONMENTAL MONITORING & MITIGATION 26 19.1 Suspended Sediment Concentration Monitoring…………………………………………….. 26 19.2 Prevention of Losses……………………………………………………………………………. 26 19.3 Mitigation…………………………………………………………………………………………..26

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SECTION C – SHORELINE PROTECTION

20. PART 20 ROCK PROTECTION – GENERAL 28

21. PART 21 ROCK GRADING 28 21.1 Rock Grading – Primary Protection…………………………………………………………… 28 21.2 Rock Grading – Underlayer…………………………………………………………………….. 28 21.3 Quarry Run……………………………………………………………………………………….. 29 21.4 Rock Shape Ratio……………………………………………………………………………….. 29

22. PART 22 ROCK SOURCES 29 22.1 Rock Sources - General………………………………………………………………………… 29 22.2 Quarry Quality Control………………………………………………………………………….. 29

23. PART 23 TESTING REQUIREMENTS AND QUALITY CONTROL 30 23.1 Test Values………………………………………………………………………………………. 30 23.2 Frequency of Testing……………………………………………………………………………. 31 23.3 Initial Approval Procedures…………………………………………………………………….. 31 23.4 Quality Control Testing………………………………………………………………………….. 32

24. PART 24 QUARRY OPERATIONS 32 24.1 Quarry Operations – General…………………………………………………………………... 32

25. PART 25 TRANSPORTATION AND STOCKPILING OF ROCK 32 25.1 Rock Transport…………………………………………………………………………..……… 32 25.2 Stockpiling of Rock………………………………………………………………………........... 33

26. PART 26 PLACING ROCK – GENERAL 33 26.1 Survey Method…………………………………………………………………………….......... 33 26.2 Test Panels………………………………………………………………………………………. 33 26.3 Checking of Profiles…………………………………………………………………………….. 33 26.4 Notice of Survey…………………………………………………………………………………. 34 26.5 Chainage Markers………………………………………………………………………………. 34

27. PART 27 PLACING OF ROCK ARMOUR 34 27.1 Armour Placing…………………………………………………………………………………... 34 27.2 Armour Rock Placing Tolerances……………………………………………………………… 34

28. PART 28 PLACING OF UNDERLAYER AND CORE ROCK 35 28.1 Underlayer and Core Placing…………………………………………………………………... 35 28.2 Underlayer and Core Placing Tolerances…………………………………………………….. 35 28.3 Scour Apron Placing Tolerance……………………………………………………………….. 35

29. PART 29 PREPARATION OF ROCK SURFACE FOR CONCRETE 35 29.1 Surface Preparation for Crown Wall…………………………………………………………... 35

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30. PART 30 GEOTEXTILE 36 30.1 Geotextile Properties……………………………………………………………………………. 36 30.2 Laying of Filter Fabric……………………………………………………………………........... 36

31 PART 31 REFERENCES 37 31.1 Equivalence……………………………………………………………………………………… 37

31.2 Documents Referenced…………………………………………………………………........... 37

Abbreviations 38

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Foreword

This specification provides the basis for dredging, reclamation and shoreline protection. It covers the

main requirements for materials, plant, methods and surveys, and the procedures for controlling the

quality.

This specification must be read in its entirety, as it is structured in order of work-flow, which means that

items or activities appear in several places in the specification corresponding to the progression of the

construction process.

For larger or more complex or specialist projects, a project-specific Particular Specification for

dredging, reclamation and shoreline protection may also be provided.

Absence of clauses for materials and methods does not necessarily signify that they can not be used.

Proposals for use of innovative methods and materials are encouraged and are subject to review and

approval by the Client.

Where the word approved is used in this specification, this means that the Client or Engineer has been

consulted and has confirmed that the item or procedure is acceptable in the specific context for which

approval has been requested.

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SECTION A – DREDGING 1. PART 1 GENERAL 1.1 Programme of Works

The Contractor shall submit for approval an initial programme for the execution of the Works showing all construction activities together with any mobilisation periods, temporary works construction, services diversions and the like. If required by the Engineer the Contractor shall submit additional detailed programmes for individual sections of the Works. The submitted programme will either be returned to the Contractor for re-submission or accepted within a reasonable period. The programme(s) shall be updated and/or expanded at such times as the Engineer shall direct. The programme(s) shall be in bar chart format, or as otherwise directed by the Engineer, with the critical path and float periods clearly shown. Generally, updated programming data (networks, tables and bar charts) showing actual progress in comparison with the Contract programme shall be submitted to the Engineer at monthly intervals.

1.2 Potential Borrow Areas The Contract Drawings indicate a number of potential areas from which reclamation material could be obtained. Environmental surveys and the potential dispersion of the dredging plumes are to be investigated for each area proposed as potential borrow areas. The Contractor is expected to investigate these areas further, at his own cost, in order to select the most appropriate materials within the approved areas. The Contractor is also free to propose other areas, but will be solely responsible for obtaining any factual information and undertaking the necessary additional site investigations and necessary environmental surveys of his proposed areas and for obtaining the necessary permissions from the Authorities to dredge the materials from these alternative areas. Copies of all the factual information obtained by the Contractor shall be given to the Engineer with the Contractor’s proposal to work any area. This proposal shall also include details of equipment to be used, working methods and ways of controlling the loss of fines. This information shall be delivered at least four weeks in advance of the planned works commencement. Reclamation material shall be obtained from borrow areas approved by the Engineer. The Contractor’s Tender shall be supported by a statement showing the intended locations and limits in plan and elevation of the total volumes proposed to be extracted, the type of material expected to be encountered, together with a statement of the methods of winning and the proposed placement method for these materials in each area within the reclamation.

1.3 Contractor to Investigate The Contractor is responsible for ensuring that the areas identified for sourcing material have sufficient quantities of an acceptable quality of fill to satisfy the requirements of the reclamation area as detailed in the Specification and that these source areas are available at all times. The Contractor shall provide details of all additional surveys and testing that have been or will be undertaken in this regard as part of his tender submission. The Contractor will only be permitted to source material from areas other than those shown on the drawings subject to receiving approval of these alternative source areas from the responsible Authorities and the Engineer. The use of alternative areas chosen by the Contractor will not entitle him to any claims for additional cost or extension of time.

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1.4 Materials to be Dredged The Contractor shall satisfy himself as to the nature of the material to be dredged by examination of all the Site Investigation information and study data and samples obtained in the course of investigations carried out on behalf of the Engineer and from investigations carried out on behalf of others but made available through the Engineer. During the course of the Contract the Contractor shall carry out any further investigations necessary for him to optimize the delivery of suitable fill materials and limit unsuitable materials. The Contractor shall make his own interpretation of any information provided, which is given for information only and without prejudice.

1.5 Statutory Approvals The Contractor is responsible for obtaining approval from the relevant Authorities for all sources of fill and for providing any associated Environmental Impact Assessment (EIA) and substantiating soils data that the approving Authorities may require as part of the source-approval process. The Employer will assist in providing any available supporting documentation in this regard in his possession.

1.6 Explosives The use of explosives on the works shall only be allowed at the discretion of and with the prior written permission of the Engineer. The Contractor shall not import into Bahrain any explosives without the written permission of the Engineer. The movement of any explosives from the main store or stores to the site will be subject to such terms and conditions as the Engineer may specify.

1.7 Access and Accommodation for the Engineer The Contractor shall make available a boat, with boatman, for the Engineer and the Employer to access the Contractor’s marine plant during the dredging and reclamation works. The boat shall remain the property of the Contractor and shall be supplied with all necessary marine health and safety equipment in sufficient quantities. Where required by the Engineer, the Contractor shall arrange accommodation for the Engineer, or his representative, on the Contractor’s dredging plant. Such accommodation may be on a sharing basis but must be to the approval of the Engineer.

2. PART 2 OBSTRUCTIONS

2.1 Obstructions and Debris The Contractor shall be responsible for the clearance and disposal off-site of any debris, obstructions (including manufactured or fabricated items), and so on. encountered in the borrow or reclamation areas and for the repair of any consequential damage at his own cost. He shall also be responsible for obtaining all the necessary approvals for its safe disposal. In the case of fish traps and moored private boats which are in the area of dredging or reclamation, the Contractor shall notify the Bahrain Fisheries Directorate of the requirement for their removal, a minimum of 4 weeks prior to the Contractor commencing his works. The Contractor shall be responsible for locating and avoiding damage to any pipes, cables or other services encountered on the seabed or at any other location. Gas and oil pipelines are identified on the charts and are indicated on the Drawings and the Contractor shall ensure that when dredging, his plant approaches no closer than 1km from any pipeline, unless otherwise approved by the Engineer. The same restriction applies to all intakes and outfalls and the Contractor is responsible for establishing the exact locations of all such obstructions.

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The Contractor shall also remove any materials or any of his plant (floating or otherwise) which become stranded, sunk or go adrift during the execution of the dredging or reclamation works.

3. PART 3 MOORINGS The Contractor shall at all times conform to the requirements of the Customs, Ports and Government Authorities and any other Authority with a responsibility for the maritime environment in respect of movement, bunkering and positioning of floating plant, pipelines or platforms. The Contractor shall be permitted to provide temporary moorings for his craft in a position and manner reviewed by the Engineer and the Authorities. The Contractor shall not lay moorings so as to interfere with the marine traffic in Mina Salman or any other port or waterways, and such moorings, pipelines, and so on, shall be properly marked and removed if and when required by the Authorities. The Contractor shall install, mark, lift and replace any moorings in the areas to the approval of the controlling authority, Harbour Master and the Engineer. He shall give 48 hours notification to the above parties prior to lifting and repositioning moorings, pipelines, and so on, and shall advise of the period for which they will be out of commission.

4. PART 4 RECORD

4.1 Daily Report for Dredgers The Contractor shall maintain a daily report for each piece of dredging equipment, boosters, and so on, and an electronic and hard copy of such reports shall be given to the Engineer each following day. These daily reports shall show the minimum following data, in a format that has been reviewed with the Engineer: • Date • Dredger name, type and fleet number • Wind, weather and sea state • Performance of plant and equipment, schedule of dredging time, delays for position

shifts, maintenance, downtime due to shipping movements, breakdowns, and so on • Time, position, original ground level, cut or dredged depth and cut width or dredged area

at start and end of each shift or at any reposition during a shift • Materials encountered • Samples taken • Estimated daily production, in the borrow areas and in the reclamation area • Length and diameter of floating line including those leading to any booster and to the

platform • Length and diameter of shore line including those on the platform, together with details

of the discharge areas • Presence or otherwise of booster pump or pumps with pump fleet number and position

and associated pipelines • Details of any weiring, including loading curves, pump rates and densities • Notes concerning operating condition, delays, overall progress of the Works • Details of production rates, including densities, interim surveys, loading curves and

material dredged for each piece of plant • Details of the quantity of water discharged from the reclamation area and suspended

sediment concentration, giving the peaks and hourly concentrations in parts per million (ppm)

• All detailed records of the dredging production, for example, pump flow rates, concentrations, loading curves, and so on, if requested to do so by the Engineer. Such records must be kept for the duration of the Contract

• The results of all interim surveys

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4.2 Weekly Dredging Proposals Prior to dredging, the Contractor shall identify the areas he intends to dredge on a weekly basis, submitting these as weekly reports, which shall include the coordinates of his proposed working areas, to the Engineer.

5. PART 5 PLANT AND METHODS

5.1 Plant The Contractor shall provide plant fit for purpose and with the necessary power and capacity for the proper and timely execution of the work required under the Contract and shall submit a full plant schedule for the works to the Engineer at least four weeks prior to commencement of the works, which shall include the proposed dates of arrival on site of each item of plant. All potential alternative and standby plant should also be named and the Contractor shall not deviate from the content of the full plant schedule without the approval of the Engineer. The Contractor shall provide and maintain on board all dredging plant position fixing systems giving the position of the plant to an accuracy of ± 0.5 m, and shall identify the discharging equipment, including pipelines and boosters to the same accuracy. The position of the dredging plant must be accurately located whilst dredging and discharge is being undertaken at all times. All dredging plant must be equipped with an adequate communication system to allow communication between the dredger, all other vessels, the Engineer and all relevant maritime Authorities.

5.2 Methods The Contractor shall provide method statements and drawings giving in detail the proposed methods for carrying out the dredging works. The method statements shall include as a minimum the Contractor's proposed measures, methods and procedures for safety, site establishment, hydrographic and associated surveying works, environmental monitoring, re-handling, dredging, use of boosters, temporary channels, and so on, and a Health and Safety Plan for the dredging works.

5.3 Dredging Consents The Contractor shall obtain all necessary consents for his dredging operations, including Port requirements and pilotage. He will also be entirely responsible for obtaining approvals for the disposal of unsuitable materials, both onshore and offshore, with all the activities necessary to obtain such consents and approvals being at his own cost.

6. PART 6 SURVEYS AND SOUNDINGS

6.1 Echo-sounder All soundings shall be carried out by means of a single-beam echo-sounder with sufficient sensitivity to permit measurement of the sea bed levels, and any loose material that might be present above it, to an accuracy of ± 100 mm. The frequency shall be greater than, or equal to, 300 kHz. Before commencement of surveys and soundings, the Contractor shall conduct trials, including calibration with sounding plate checks, and obtain the Engineer’s approval of the equipment and methods to be used.

6.2 Survey Positioning The position of the boat, and of the corresponding soundings, shall be fixed electronically to a horizontal accuracy of ± 1 m.

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Secure survey control points shall be established at the start of the contract, at locations agreed with the Engineer which are clear of the areas of dredging and reclamation and protected throughout the duration of the contract. The designs of these secure survey control points shall be submitted to the Engineer for approval prior to any survey work. The Contractor shall also prepare and submit to the Engineer for approval all location diagrams of survey control points showing the general locations as well as a schedule giving the control point designation, plan co-ordinates (to Bahrain National Grid system), level values (to Bahrain National Survey Datum) and description.

6.3 Bar Checks Bar checks shall be carried out in each survey area at the beginning and end of each day's work to confirm the calibration of the echo-sounder.

6.4 Sounding Plate Checks Surveys will also be subject to mechanical check by sounding plate on the seabed. The sounding plate will be in the form of a 15 mm thick, 300 mm diameter circular steel disc perforated with 16 no. 20 mm diameter holes (1 hole at the plate centre, 5 holes with equidistant spacing at 50 mm radius, and 10 no. holes with equidistant spacing at 100 mm radius). Sounding plate checks will be carried out at similar intervals to the bar checks and as directed by the Engineer.

6.5 Tide Levels Throughout the duration of the Contract the Contractor shall install, calibrate and maintain approved automatic recording tide gauges both near shore and offshore, adjacent to his borrow areas. The tide recorders shall be installed at locations that have been reviewed by the Engineer as close as possible to the dredged areas and all surveys, including interim surveys shall be accurately levelled and related to Chart Datum or Bahrain National Survey Datum as appropriate. Tidal gauges shall give a continuous visual display of the reduced tide level and shall be capable of continuously recording and storing tide level information in digital format for a period of at least one month. Monthly calibration checks shall be performed to ensure the gauge is performing to the manufacturer’s specification. Measurements of tidal levels at 15-minute intervals over a period of no less than 30 consecutive days shall be provided in both graphical and ASCII format and shall be given to the Engineer on a regular monthly basis as data is received and processed.

6.6 Existing Bed Levels The existing limits and levels in the borrow areas and elsewhere as shown on the Drawings are for the purpose of guidance and assistance in estimating. No guarantee of their accuracy is given. Prior to starting dredging or reclamation in any area the Contractor shall carry out an ‘in’ survey as defined in sub-Clause 6.8.

6.7 Survey Grid All surveys and soundings are to be carried out using the Bahrain National Grid system. Main lines shall be at 20 m intervals and cross-lines shall be at 50 m intervals. The required overlap between adjacent parallel survey runs shall be not be less than 5 m for all surveys. The depth contours shall generally be drawn at 0.5 m intervals but at 0.3 m intervals where slopes are greater than 1 in 10 (vertical to horizontal) or as directed. Where the echo-sounding traces indicate slopes steeper than 1 in 4 and/or a vertical step in excess of 0.5 m,

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the plotting interval may be reduced further, allowing the contours to be drawn accurately. Additional survey runs may be required in such areas. For all ‘in’ and ‘out’ and monthly surveys, sounding along runs at 90 degrees to the main survey runs shall be carried out at intervals of 200 m and shall include runs coincident with the ends of the main survey lines. The minimum overlap for survey runs running at different angles shall be 25 m.

6.8 Pre-dredge ‘in’ Survey Before the commencement of dredging, the whole of each borrow area the Contractor intends to use and any areas adjacent to the site which the Contractor intends to use, including pipeline routes, shall be surveyed and sounded and the results shall be submitted to the Engineer. The survey work shall be carried out by the Contractor in the presence of the Engineer in accordance with methods proposed by the Contractor and agreed by the Engineer. The plans and sections shall, when finally and mutually agreed, be signed by the Contractor and Engineer as truly representing the configuration of the areas at the commencement of dredging and shall constitute the Pre-dredge surveys. An electronic copy of the survey containing the data in three-dimensional format shall also be submitted by the Contractor to the Engineer.

6.9 Additional Surveys The Engineer may order levels and soundings to be taken at any time as necessary for the proper supervision and checking of the dredging. Results of the surveys shall be submitted within 5 days of the order or within one day of the survey being completed, which ever is the soonest.

6.10 Interim Surveys Within one week of the end of each month, the Contractor shall provide the Engineer with survey details and quantities of the areas dredged and the areas reclaimed during that month. Before the Engineer accepts that the Contractor can leave a borrow area, he shall demonstrate, by means of soundings, surveys and sweeps by bar, or other mechanical or electronic methods, that the work has been executed to the agreed lines, levels and stable slopes. The side slopes between dredged and non dredged areas shall not be greater than 1V in 8H, unless otherwise agreed. Where areas are shown not to have been dredged to the agreed levels and stable slopes, the Contractor shall return and remove all high spots and/or trim slopes to the satisfaction of the Engineer.

6.11 Post-dredge Surveys Within two weeks of the conclusion of the dredging of any one borrow area, and of the surveys and soundings, the Contractor shall undertake a final survey and prepare final plans and sections. These plans and sections shall, after due agreement and signature by the Engineer and the Contractor, be deemed to represent the final configuration of the dredged borrow areas. An electronic copy of the survey containing the data in three-dimensional format shall also be submitted by the Contractor to the Engineer. Final survey drawings shall comply with the CAD and IT standards for this contract as described elsewhere.

6.12 Echo-rolls and Drawings The Contractor shall keep and make available to the Engineer all echo-rolls produced during the surveys. The echo sounding trace shall record and identify the dredged area, the

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sounding fixes, giving the fix number, x and y co-ordinates and depth. Together with the list of soundings, the Contractor shall also keep all drawings showing the fix positions and reduced soundings. The Contractor shall deliver to the Engineer on completion of each monthly survey four paper copies of each drawing, together with an electronic copy of the complete survey containing data in a three-dimensional format. Immediately upon completion of the final surveys, the Contractor shall make and hand to the Engineer an electronic copy of the raw survey data collected.

6.13 Measurement Surveys at the beginning and end of the use of the borrow areas and of any access channels shall be carried out in the presence of the Engineer and subject to his approval. No such surveys shall be carried out in significant wave heights (Hs) in excess of 0.2 m if the survey vessel is not utilising heave compensators, or if Hs exceed 0.7 m if the survey vessel is utilising heave compensators. An authorized copy of any software used by the Contractor for the purpose of recording of his dredging volumes shall be made available to the Engineer for the duration of the Works.

6.14 Sectional Completion Subject to the Engineer's agreement, dredging of the prescribed dredge areas may be executed in sections to suit the completion of the whole or parts of the Works, based on the Contractor’s agreed Schedule and methods. Notwithstanding agreement to a section of dredging, final acceptance will be subject to completion of the final check carried out at the conclusion of dredging. Completion of dredging in discrete areas shall be accepted as conclusion of dredging in that area.

6.15 Survey Boat The survey vessel shall be a minimum of 10 m long twin-engined boat equipped with a fully air conditioned cabin capable of accommodating a minimum of six persons and the boat operator, together with proper survey equipment mounting facilities and centrally positioned open sea well for accommodating echo-sounding transducers.

7. PART 7 TOLERANCES

7.1 Dredging Limits The Contractor shall execute the dredging within the plan limits indicated on the Drawings included in his proposals or as otherwise directed by the Engineer and ensure that no portion of the finished dredged work shall, at any time be outside the tolerances given in the specification.

7.2 Finished Dredged Levels in Borrow Areas The Contractor is required to leave the bed of the borrow area flat and at a gradient that is similar to that of the surrounding sea bed. Side slopes shall be at a stable gradient and the Contractor shall ensure that no pillars or stacks of hard material remain within or on the limits of the borrow area unless, following the agreement of the Engineer, these can be left. Slopes at the edge of the borrow areas shall be not steeper than 1V in 8H unless otherwise approved by the Engineer depending on the nature of the material encountered.

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7.3 Bed Formation Tolerances in Prescribed Dredge Areas The dredging tolerance is + 0 mm and - 300 mm for a cutter suction dredger and + 0 mm and - 500 mm for a trailer dredger below the specified dredge levels in the vertical plane as indicated on the Drawings or otherwise agreed by the Engineer where dredging: • in locations within 30 m horizontally of an existing or notified intended structure or natural

embankment whose stability might be adversely affected. • is required to form foundations for quay walls or similar structures, whether to be

constructed under this Contract or not. If over-dredging in excess of the limits specified above should occur, the Contractor may be instructed at his own cost to clean out disturbed material and fill the void up to such limits with 25 mm to 150 mm size evenly-graded crushed rock or other filling material as directed by the Engineer.

7.4 Side Slopes Side slopes at quays, retaining walls and at other structures shall be dredged and trimmed to the slopes shown on the Drawings or to such other slopes as may be necessary for stability, taking into account the natural properties of the material. The Contractor shall comply with all instructions given by the Engineer for the purpose of determining such stable slopes. In locations other than those referred to above, dredged slopes steeper than 1V in 8H or in the case of hard stable material, steeper than 1V in 2H, may be permitted subject to the consent of the Engineer. No projection beyond the line of the toe will be accepted in the case of access channels. Box cutting of side slopes may be permitted subject to the Engineer’s approval.

8. PART 8 DREDGING LOSSES

8.1 Prevention of Dredging Losses The Contractor shall take all reasonable measures within accepted dredging practice, including the partial filling of hoppers, to ensure that the levels of suspended sediment concentration (SSC) arising from the Works do not exceed the limits set below outside the designated borrow areas. The background levels of suspended sediment concentration shall be monitored on a continual basis at the positions agreed with the Engineer and/or relevant Authorities (see sub-Clause 9.1). The SSC limits for the project will be set by the Engineer following the project’s Environmental Impact Assessment (EIA) and during the environmental monitoring and may be revised by the Engineer accordingly at any time during the dredging works.

8.2 Removal of Accretion Throughout the duration of the Contract, the Contractor shall be responsible for removing any accretion arising from his activities in Mina Salman commercial berths or its approach channel, or any other shipping channel or facility he may be working adjacent to, above their required water depth or specified dredging levels or at neighbouring installations, or any permanent or temporary access channels, as directed by the Engineer, notwithstanding previous acceptance of these areas. Such removal and disposal shall be at the Contractor’s expense. Accretion shall be measured in accordance with Clause 6 but using a higher echo-sounding frequency.

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8.3 Pollution and Contaminant Control The Contractor shall take all measures necessary to ensure that no pollution of the waterways or any land areas occurs, due to oil, debris, and so on, as a result of his activities. His floating plant shall at all times observe all international, national and local conventions, regulations and by-laws in respect of discharges, bunkering or other matters. He shall undertake at his own expense all measures necessary to clean up or otherwise rectify any pollution arising from his activities under this Contract to the satisfaction of the Engineer and/or the Authorities.

8.4 Clearance of Slumping The Contractor shall clear slumping of side slopes, siltation and other materials from the dredged areas, including any access channels, until these are accepted by the Engineer.

8.5 Spillage or Weiring During Dredging The Contractor’s attention is drawn to the Environmental Mitigation & Monitoring clause within this specification (Clause 9), and also to the specified limits of dredging losses (Clause 8.1). The Contractor shall be fully responsible for ensuring that these limits are observed and for providing all equipment and for taking all precautions necessary to ensure that this is achieved. The Contractor shall install and implement a continuous monitoring regime of all his dredging losses to the approval of the Engineer to demonstrate that the specified limits have been observed at all times. Dredging shall not be permitted without such continuous monitoring.

8.6 Limit Weiring Losses The Contractor is to submit methods by which he proposes to control and limit the loss of materials due to weiring losses and at the cutter/dragheads, and so on, in his dredging operations and to comply with the contract requirements.

9. PART 9 ENVIRONMENTAL MITIGATION AND MONITORING

9.1 Background Monitoring The Contractor shall undertake background monitoring as agreed with the Engineer, at least 30 days before dredging works commence, at locations adjacent to the borrow areas extending up to 1 km outside of them and at regular intervals between the borrow areas and the reclamation area. At least one other location considered to be far enough from the works so as not to be influenced by them will also be agreed for background monitoring measurement. Background monitoring readings should also be taken within a 300 m radius of any other environmentally sensitive areas indicated in the EIA or the Drawings and the Contractor will be responsible for obtaining permission to carry out all such measurements. Readings of suspended sediment concentration should be taken for each location at hourly intervals for a period of 13 hours for a spring and neap tide starting at least two weeks before the commencement of the dredging works. The contractor should also record on an hourly basis: • Weather conditions (wind speed, direction and duration, rainfall, and so on) • Tidal information. • Sea state (significant wave height, Hs and peak wave period, Tp) at two agreed stations. Throughout the duration of the Contract the Contractor shall continuously monitor the background levels of suspended sediment concentrations at three depths in an area unaffected by the dredging activities. The position of the measurements shall be agreed with

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the Engineer and the result of the regularly re-calibrated equipment shall be submitted to the Engineer on a weekly basis as hourly records. These background records shall form the basis for the monitoring of the dredging losses. Should the equipment fail, it must be repaired within 24 hours, otherwise the Engineer may require the cessation of all dredging activities until the equipment has been repaired and re-calibrated.

9.2 Suspended Sediment Concentration Monitoring

Suspended sediment concentration shall be monitored continuously during dredging operations to the approval of the Engineer, to ensure compliance with the limits set in Clause 8.1 of this Specification. The schedule for monitoring and location of monitoring shall be to the approval of the Engineer. The Contractor shall, at least three weeks prior to commencement of dredging, submit a comprehensive method statement for the direct measurement of suspended sediment concentrations, or for derivation of SSC from another monitoring method, for the agreement of the Engineer. All the results of monitoring shall be submitted in writing to the Engineer within 24 hours following their collection.

9.3 Water Sampling Water samples required in order to calibrate the equipment used for continual monitoring as outlined in the Contractor’s method statement (refer sub-Clause 9.2) shall be supplied on a daily basis for each borrow area. These samples shall also be used to determine the origin of suspended sediments and to determine their chemical properties, if requested by the Engineer.

9.4 Equipment for the Engineer The Contractor will provide and maintain a separate set of all equipment he uses to establish the suspended sediment concentrations, and so on, on each vessel, for the Engineer to carry out periodic measurement of suspended sediments, take water samples, and so on. Water samples taken by the Engineer shall be analysed by the Contractor, or at an independent laboratory at the Contractor’s cost, and the results made available within 24 hours. The filtration methods should comply with the relevant British or American Standards.

9.5 Monitoring Vessels The Contractor will provide and maintain suitable vessels for undertaking the continuous environmental monitoring and sampling and shall provide monitoring staff acting independently from the dredging, reclamation and management staff on a self-certification basis. The vessels shall be fitted with all equipment necessary for recording and taking suspended sediment, and be capable of accommodating both the Contractor’s and Engineer’s monitoring staff. The vessels and crew shall be available for access and use by the Engineer’s staff at all times. The vessels shall be in continuous communication with a shore base accessible to the Engineer and a tender shall be provided as and when required to take Engineer’s staff to and from the vessel. Permanent records shall be kept of all water sampling and suspended sediment monitoring in an agreed electronic format and a copy maintained in the Contractor’s Quality Assurance system.

9.6 Mitigation The Contractor shall make all reasonable efforts to implement measures to mitigate and minimize the impact of his dredging losses on the local marine habitat and is to take care to protect the existing quality of any aquifers which may be affected by the works.

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In the event of suspended sediment concentrations exceeding the specified or otherwise agreed levels, the Engineer will require the Contractor to take immediate action to either change his methods of working or to cease dredging operations in that area. If the Contractor fails to take such action, the Engineer will order the Contractor to cease dredging forthwith, until such time as revised proposals are submitted and accepted by the Engineer. In the case of the access channels, should the level of suspended sediment concentrations exceed the specified or otherwise agreed levels, the Contractor shall immediately cease dredging, install silt screens or control his methods to keep the level of suspended sediment concentrations to the specified limits.

9.7 Monitoring Environmentally Sensitive Areas The Contractor shall carry out an inspection at environmental monitoring locations identified in the EIA, every six months or such other time interval agreed by the Engineer. These surveys shall be carried out by a marine scientist experienced in the conditions in the area and shall describe in detail the conditions found and any changes from survey to survey. The Contractor shall submit his proposals for monitoring each area to the Engineer for agreement. Reports shall be submitted to the Engineer within two weeks of the survey being carried out.

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SECTION B – RECLAMATION 10. PART 10 RECLAMATION GENERAL

10.1 Description of the Works

The reclamation work comprises the placing of specific fill types to specific permanent locations within the reclamation areas as shown on the Drawings. The Contractor shall control the dredged material in order to avoid localized build-up of fine material and the potential formation of areas of compressible fill. Control of all fill, land based and hydraulic, shall be such as to avoid material which retains significant amounts of water and does not readily drain. The fill shall attain the specified level of compaction and losses of fines in the discharge water must be closely controlled. There may be a requirement for settlement lagoons and for drying areas for the fine materials trapped in them. Dredged fill may be placed by hydraulic means above or below the existing water level, but shall be required to meet specified compaction standards as defined in the Specification. Testing of placed fill shall be carried out as described in Clauses 17 and 18. The Contractor shall give details of any further ground improvement techniques to be used in areas where testing of the as-placed fill shows that it does not meet the specified compaction or other specified performance criteria. Above water level, dry fill from any source shall be placed in layers using acceptable materials and approved compaction plant, in accordance with the Earthworks Specification. Dredged fill may be placed directly into stockpiles above final reclamation level for subsequent reuse as general fill placed and compacted by conventional land based plant.

10.2 Disposal of Unsuitable Material Disposal of unsuitable material initially placed in the reclamation area, directly into the open sea is not permitted unless it is within any existing spoil ground areas shown on the Admiralty Charts. The Contractor shall obtain all necessary approvals in order to use this and all other disposal areas he might wish to use.

10.3 Land Based Plant for Bunds In order to prevent the loss of suspended sediment outside the reclamation area, the Contractor is only permitted to pump material into the reclamation area once the area has been closed off using suitable land fill material or dredged material from stockpiles using conventional land based plant. The Contractor will be entirely responsible for the maintenance of all his bunds until the reclamation area is finally handed over.

11. PART 11 PLANT & METHODS

11.1 Methods Prior to the commencement of work, and within 2 weeks from the date giving the Contractor his Notice to Proceed, the Contractor shall submit to the Engineer method statements and drawings detailing each of the reclamation areas shown on the drawings, giving: • detailed proposed methods for carrying out the work which shall include the layout and

construction of any temporary access bunds together with that for bunds required to control the dredged material, both internally and externally to the reclamation areas

• methods of working within bunded areas to achieve the required fill specifications and levels

• method of limiting, trapping and dealing with any fines

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• arrangement for any layers and the compaction of the fill • proposals for the disposal of fine materials which can not be incorporated into the

reclamation areas • The proposed position of weir boxes, discharge pipes, settling lagoons, pipelines and

channels and sequence of filling to allow controlled passage of the dredged water back to the sea

• Health and Safety Plan for the reclamation works. The proposed locations for discharge of water from the reclamation area shall be subject to the agreement of the Engineer. Any cross-bunds required to support pipelines and provide access across the reclamation areas shall be formed as part of the Contractor’s temporary works. Any road crossings of pipelines shall be constructed so as to minimise interference with traffic both during construction and the operation of the pipelines. The Contractor shall double-handle material as necessary to achieve the specification requirements.

12. PART 12 SUSPENDED SEDIMENT CONCENTRATIONS AND BUILD-UP OF FINE MATERIALS

12.1 Fines Content of Discharge Water

The suspended sediment concentration of the water discharged into the sea from any point of the reclamation areas shall not exceed values indicated in the EIA or the Specification or shown on the Drawings or as agreed with the Engineer or relevant Authority at any time. The requirements for temporary stilling ponds to ensure that this limit is not exceeded must be clearly stated as set out in Clause 11.1. Unless otherwise shown on Drawings, locations of stilling ponds and drying areas for the fine materials are to be proposed by the Contractor and agreed with the Engineer. The suspended solids content shall be measured continuously at the pipes on the seaward side of the weir boxes, and the results submitted to the Engineer within 24 hours. The Contractor shall, at least three weeks prior to commencement of reclamation activities, submit a comprehensive method statement for the control of fine materials throughout the reclamation process, especially towards the end of the process, together with measurement of suspended sediment concentrations in discharge water, and elsewhere in the reclamation area as appropriate, for the approval of the Engineer. This method statement must cover in detail how he intends to deal with the likely build up of fine materials and how he would deal with them if the amounts exceed his expectations.

12.2 Treatment and Disposal of Fine Materials The Contractor will be permitted to concentrate the fine materials into lagoons and to transfer those materials into drying areas where he will also be permitted to treat the material, prior to its incorporation into the Works, or removal from site. These operations must not impact on the completion of the Works in any way or interfere with the operations of any other Contractor and will require the prior consent of the Engineer. Should the Contractor wish or have to dispose of such materials off site, he will be entirely responsible for obtaining all the necessary approvals and for all the costs associated with that disposal.

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13. PART 13 NOTICE BOARDS

13.1 Warning Notice Boards Notice boards warning other contractors of the fill areas and of all the inherent dangers shall be provided and installed by the Contractor at the access points to his fill areas. The notice boards shall be of sturdy construction and shall be at least 1.0 m x 0.75 m with clear writing in Arabic and English.

14. PART 14 SURVEYS

14.1 Topographic Surveys Topographic surveys will be undertaken using GPS/RTK to an accuracy of ± 25 mm in height and ± 20 mm position for a single observation. The Contractor will undertake the necessary checks of the base stations in order to set up the required control points in the presence of the Engineer.

14.2 Bathymetric Surveys All bathymetric interim surveys of the reclamation works shall be carried out in accordance with Clause 6.10 of this Specification.

14.3 Survey Grid All surveys are to be carried out using the Bahrain National Grid System. Survey points will be recorded on a 50 m grid system but this should be reduced at areas of changes in gradient. Contours should be drawn at 0.5 m intervals or as directed. All soundings and contours shall be reduced to Chart Datum or Bahrain National Survey Datum as directed by the Engineer.

14.4 Initial Survey The Contractor is provided with a detailed survey of the proposed reclamation areas both onshore and offshore. This survey will be used as the “in” survey for measurement. The Contractor is required to satisfy himself as to the accuracy of this survey prior to the commencement of the works. The Contractor shall be responsible for setting up his own position fixing system for all the surveys, and for all necessary equipment and for obtaining agreement from the Engineer of his proposed equipment and methods at least five days before their use on site.

14.5 Interim Surveys Within one week of the end of each month, the Contractor shall provide the Engineer with survey details and quantities of the areas reclaimed during that month. The results of the surveys shall be plotted by the Contractor on plans and sections to a scale of 1:1,000. All survey work must be carried out in accordance with methods proposed by the Contractor and agreed by the Engineer. The plans and sections for all interim surveys shall, when finally and mutually agreed, be signed by the Engineer and Contractor as truly representing the configuration of the area at that stage of reclamation and shall form the basis for interim financial valuation of the ongoing works. All interim surveys must be made available to the Engineer within 24 hours of the survey and repeated if the Engineer is concerned about any aspect of the survey.

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14.6 Final Surveys Surveys shall be carried out after each area of reclamation has been completed to finished reclamation level as shown on the drawings. Within seven working days of the notified date of completion of filling in any area the Contractor shall, in the presence of the Engineer, carry out surveys of that area using the same grid as was used for the initial survey to demonstrate such completion, having first given 3 days notice to the Engineer so that he can arrange to be present. If any corrections have to be made to the finished levels of fill, the surveys shall be repeated until a complete record is obtained of the final levels. These shall then be plotted on plans at a scale of 1:1,000 and on the same sections as were produced from the initial survey. These plans and sections will then constitute the As-Completed record of the various fill areas. If further ground improvement has to be carried out, the survey will have to be repeated as described above. The Contractor shall deliver four paper copies together with an electronic copy, in agreed format, of the survey to the Engineer within seven days of completion of the surveys on site.

14.7 Provisional Acceptance At the conclusion of each scheduled section of filling, the Contractor shall inform the Engineer that the section is ready for examination with a view to its provisional acceptance. Acceptance of the survey does not include acceptance of fill quality, which shall be accepted separately and will require further surveys if ground improvement works have to be carried out.

14.8 Survey Data The Contractor shall keep and make available to the Engineer all x, y and z survey data produced during the surveys. Immediately upon completion of the final surveys, the Contractor shall make available and hand to the Engineer an electronic copy of the raw survey data collected.

14.9 Software Where specialized software is required a copy shall be provided for the sole use of the Engineer.

15. PART 15 EXISTING OUTFALLS

15.1 Existing Outfalls The Contractor shall ensure that all existing channels or outfalls in the area of the Works remain unblocked and that their discharge is not impeded in any way. Water from the Contractor’s operations shall not be discharged through them.

16. PART 16 PLACING OF FILL MATERIAL

16.1 Filling in Reclamation Areas The position, areas and materials for ancillary works such as bunds, drainage channels, discharge points and settling lagoons, and so on, shall be agreed with the Engineer. All vegetation, organic material, debris and soft deposits of unsuitable material on the seabed shall be cleared from all areas, prior to deposition of fill.

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Measures shall be taken to prevent seawater encroachment into areas that have not been allocated to the Contractor.

16.2 Method Restriction The Contractor is not permitted to pump material into the reclamation area by the method known as ‘rainbowing’, whereby a jet of dredged material in water suspension is sprayed from the dredger.

16.3 Prevention of Leakage The Contractor install and maintain his pipes so as to minimize leakage from all his pipes both in the reclamation area and offshore and shall deal with any leakage that does occur immediately and report the matter and the actions taken to the Engineer within two hours of the incident. The Engineer may require the Contractor to carry out a survey in the area of any such losses outside the platform and require the Contractor to remove such losses within three days of the incident.

16.4 Level Tolerance Final fill levels shall be as shown on the Drawings subject to permitted tolerances of + 200 mm and – 0 mm.

17. PART 17 FILL MATERIAL

17.1 General Filling below the water table is to be by hydraulic methods and filling above the water table may be by hydraulic methods and / or conventional land based methods. Hydraulic fill shall, when placed and compacted or improved (if necessary), be such that no more than 25 mm of settlement occurs at the surface under a maximum applied pressure of 150 kPa, when tested in accordance with Clause 18.3 of this Specification. Fill originating from land sources or from stockpiles of dredged material and which is placed by conventional land based equipment shall comply with the general requirements of the Earthworks Specification except where it is in conflict with this Specification, in which case this Specification shall take precedence, or where an alternative method is proposed and is agreed with the Engineer, in which case the agreed alternative method shall take precedence. The compaction and testing requirements of the Earthworks Specification shall be complied with where such dry fill is placed above water.

17.2 Test Standards Unless otherwise stated, testing of fill and workmanship shall be carried out in accordance with BS 1377 and BS 812.

17.3 Suitable Fill Material Suitable fill shall be granular, non cohesive naturally occurring material that is free from organic and deleterious matter and has the properties of suitable fill material types described in the Earthworks Specification. Material not complying with this specification will be deemed to be Unsuitable Material.

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17.4 Preparation of Formation In areas which are below water level at the commencement of the works, soft material as noted on the Drawings or other areas instructed by the Engineer shall be removed. In areas which are above water level at the commencement of the works, preparation of the formation shall be in accordance with the Earthworks Specification which provides for the inspection, proof rolling and if necessary removal of any Unsuitable Material.

18. PART 18 ACCEPTANCE TESTING OF RECLAMATION FILL

18.1 Characterization of Reclamation Fill Where it is required to confirm the physical characteristics of the fill as placed, boreholes shall be drilled to the full depth of the fill using methods proposed by the Contractor that are acceptable to the Engineer. The spacing of boreholes shall be a maximum of 150 m or as shown on the Drawings or agreed by the Engineer. The frequency of sampling and associated laboratory testing shall be as agreed by the Engineer and shall be undertaken by a laboratory approved in advance by the Engineer. Where hydraulic fill, or fill from a land source placed under water, has been placed to the required level indicated on the Drawings or a level agreed by the Engineer, static Cone Penetration Tests (CPTs) with a cone area of 10 cm2 and a friction sleeve shall be carried out down to formation level and where possible to a level of 1 m below it. CPTs shall be performed and reported in accordance with BS 1377 Part 9, Section 3.1. Testing shall be carried out on an approximately square grid at a maximum 75 m centres or as shown on the Drawings or as otherwise directed by the Engineer.

18.2 Acceptance Areas For the purpose of compliance testing and acceptance of the reclamation fill, the whole of the reclamation area shall be sub-divided into “Acceptance Areas”. The Contractor shall propose the Acceptance Areas to the Engineer for approval, with the maximum size of each Acceptance Area being 40,000 m2. The number of Acceptance Areas shall reflect as far as possible the variation of fill composition and variation of conditions at the time of placement.

18.3 Zone Load Tests on Reclaimed Areas For each Acceptance Area, after completion of boreholes and the CPTs, the Contractor shall submit the results of the CPT work to the Engineer and shall propose locations for Zone Load Tests. The location for the Zone Load Tests should be selected to coincide with areas where the CPT results are lowest. Each Acceptance Area shall be tested with at least one Zone Load Test. If there are significant variations in the results of CPT profiles, the number of zone load tests should be increased accordingly. In the selected area of each Zone Load Test, four CPTs shall be carried out prior to the Zone Load Test being performed (one CPT in each corner). The Zone Load Tests shall be carried out and reported generally in accordance with the Institution of Civil Engineers Geotechnical Engineering Group “Specification for Ground Treatment”, 1987 (ISBN 0-7277-0388-9).

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Unless otherwise shown on the Drawings, the Zone Load Tests shall load a square or rectangular plan area such that the minimum dimension of the loaded area is at least 2 m and the maximum bearing pressure that can be applied is 150 kPa. The maximum average final settlement measured during the Zone Load Test shall be 25 mm, or any other value shown on the Drawings.

18.4 Non-compliant Fill Composition and/or Zone Load Test Results In the event that the borehole investigations (see Clause 18.1) indicate that the fill material does not comply with the Specification and/or the settlement from the Zone Load Test (see Clause 18.3) exceeds the specified maximum, the Contractor shall provide a detailed proposal for improving the ground to achieve the required performance, for acceptance by the Engineer. On acceptance/agreement in principle of the proposed method, a trial of the proposed ground improvement method shall be carried out by the Contractor and the CPT tests and the Zone Load Test shall be repeated after the improvement. A detailed report on the ground improvement trial shall be submitted to the Engineer for approval prior to treatment of any other areas of the site.

18.5 Acceptance Report For each Acceptance Area the Contractor shall prepare an acceptance report which shall clearly present the following information: • The limits of the Acceptance Area with “in” survey and final reclamation fill levels. • The results of all acceptance test results as detailed in Clauses 18.1 to 18.3, including

borehole and sample test results, CPT results across the Acceptance Area, CPT results in the area of the Zone Load Test(s) and the Zone Load Test results.

• Identification of any areas which required ground improvement, the associated work undertaken in each of these areas and the results of the post-improvement testing.

19. PART 19 ENVIRONMENTAL MONITORING & MITIGATION

19.1 Suspended Sediment Concentration Monitoring

Measurement of suspended sediment concentrations outside the reclamation area will be undertaken in accordance with Clause 9.2 of this Specification. Readings shall be taken weekly at five positions outside the reclamation area over a period of three hours at each position throughout the reclamation operations. The Contractor and Engineer shall agree these monitoring locations. Results shall be submitted in writing to the Engineer within seven days of taking the measurements.

19.2 Prevention of Losses The Contractor shall take all reasonable measures within accepted reclamation practice, including the use of temporary stilling ponds and drying areas if necessary, to ensure that the losses arising from the Works do not exceed the allowable limits.

19.3 Mitigation The Contractor is required to minimize the impact of the reclamation works on the local marine habitat, including those during the construction of any external bunds.

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In the event that the discharge or losses of suspended sediments approach the specified levels or such other levels indicated in the EIA, the Contractor shall immediately notify the Engineer. Should the concentrations continue to exceed the specified levels for a period of 12 hours, within the subsequent 12 hours the Contractor shall prepare proposals for reducing the concentrations to below the specified levels and shall submit these proposals to the Engineer for approval. Such proposals may include a requirement for the Contractor to change his reclamation methods or temporarily cease his dredging and reclamation operations. Any damage to external bunds must be repaired immediately and if reclamation materials are seen to escape, the Engineer will require the Contractor to stop or change his reclamation works until the breach has been repaired.

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SECTION C – SHORELINE PROTECTION 20. PART 20 ROCK PROTECTION – GENERAL

This work shall consist of bunds, beach protection and all the rockworks and structures of any kind and type provided to protect the reclamation works from wave erosion. The Contractor shall take account of all temporary works, drainage, pumping, and so on, necessary to satisfactorily undertake this work, whether specifically indicated on the drawings or not. The dimensions, slope, grading and thickness of the rockwork shown on the drawings shall be strictly observed and alterations shall be made, if necessary, only after the written approval of the Engineer.

21. PART 21 ROCK GRADING

21.1 Rock Grading – Primary Protection Armour rock shall be supplied in the grading classes defined in Table 1.

Table 1: Primary Protection Gradings

Rock Type

Distribution by Weight (T) [Distribution by diameter (m)]

W15 [D15] W50 [D50]

W85 [D85]

A 0.59 [0.71]

1.55 [0.98]

3.50 [1.29]

B 0.41 [0.63]

1.09 [0.87]

2.50 [1.15]

C 0.23 [0.52]

0.60 [0.72]

1.50 [0.97]

D 0.17 [0.47]

0.42 [0.64]

1.00 [0.85]

E 0.08 [0.37]

0.21 [0.51]

0.57 [0.71]

F 0.05 [0.31]

0.13 [0.43]

0.36 [0.59]

21.2 Rock Grading – Underlayer

Underlayer rock to the primary armour shall be supplied in the grading classes defined in Table 2.

Table 2: Underlayer Protection Gradings

Rock Type

Distribution by Weight (kg) [Distribution by diameter (m)]

W15 [D15] W50 [D50] W85 [D85] A 50 [0.31] 140 [0.44] 350 [0.59] B 32 [0.27] 100 [0.40] 240 [0.53] C 22 [0.23] 63 [0.33] 150 [0.45]

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Table 2: Underlayer Protection Gradings (Contin’d)

Rock Type Distribution by Weight (kg) [Distribution by diameter (m)]

D 22 [0.23] 63 [0.33] 150 [0.45] E 16 [0.21] 45 [0.31] 100 [0.40] F 8 [0.17] 20 [0.22] 50 [0.31]

Crushed/filter rock shall be evenly graded between the following limits: D85 = 50mm, D15 = 5 mm.

21.3 Quarry Run Quarry run shall be evenly graded stones from 27 kg down, with not more than 5% finer than 0.1 kg. Quarry run shall have the gradation shown in Table 3:

Table 3: Quarry Run Distribution

Distribution by Weight (kg) W15 (kg) W50 (kg) W85 (kg)

1 9 27

Distribution by Diameter (mm) D15 (mm) D50 (mm) D85 (mm)

8.5 17 25

21.4 Rock Shape Ratio Rock in armour and underlayer grades shall not contain more than 50% by weight of stone with a length to thickness (L/d) ratio greater than 2. Not more than 5% of the rocks shall have a length to thickness (L/d) ratio greater than 3, where the length, L, is defined as the greatest distance between two points on the stone and the thickness, d, as the minimum distance between two enclosing parallel planes through which the stone can just pass. Testing for shape ratio determination shall be undertaken on samples of at least 50 pieces taken at random from stones of mass W15 or greater.

22. PART 22 ROCK SOURCES

22.1 Rock Sources – General The Contractor shall be responsible for locating an acceptable source of rock in Bahrain The source of the materials shall be subject to the approval of the Engineer. All armour rock used on the Project shall be from the same source to provide an approved uniform colour to the finished works. The rock shall meet or exceed all specified material requirements, and the rate of supply shall be as required to satisfy programme requirements. Rock may be only imported from other sources through the specific approval of the Engineer. There shall be no mixing of locally-obtained and any imported material, unless approved by the Engineer.

22.2 Quarry Quality Control Prior to the Engineer’s agreement to the use of a proposed source, the Contractor shall provide evidence of rock selection quality control procedures in operation at the quarry. This evidence shall include, but not be restricted to: • Assessments of any changes anticipated in the geology of the production faces during

the duration of the Contract likely to affect rock quality, type, block composition or integrity;

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• Evidence of the selection of a blasting pattern which minimises the production of latent fractures;

• Evidence of orientation of rock production faces to minimise the influence of fractures and discontinuities;

• Length of time rock is stockpiled; • Evidence of rejection of out-of-size and flawed materials prior to dispatch; • Anticipated incidence of block fracture on-site, based either on controlled drop tests, or

rock breakages during transit.

23. PART 23 TESTING REQUIREMENTS AND QUALITY CONTROL

23.1 Test Values The Contractor shall provide detailed petrological descriptions of all rock types and an adequate representative sample of the rock proposed to be used on the project. Before approval of the source, the Contractor shall submit to the Engineer for approval test results from the proposed source from an independent laboratory, demonstrating compliance with the following criteria. If required, results of laboratory testing for the representative sample shall be provided. Test results shall be provided not less than seven (7) days before any such material is required for use in the Works. Supplementary samples and testing to the following criteria shall be carried out throughout the contract, at the frequencies indicated in the Specification to confirm that the materials continue to conform. The Engineer may withdraw his approval for the source of material at any time if the material no longer meets the specified quality. • Density – The average saturated surface-dry relative density shall be greater than

2,680 kg/m³ with 90% of the stones having a density of at least 2,600 kg/m³ when sampled, tested and reported in accordance with Appendix 2, Section A2.6 of the “Manual on the Use of Rock in Coastal and Shoreline Engineering”, (CIRIA/CUR, 1991).

• Water Absorption – The average water absorption shall be not more than 2% for all rock grades when sampled, tested and reported in accordance with Appendix 2, Section A2.7 of the aforementioned CIRIA/CUR publication.

• Resistance to Weathering – Magnesium Sulphate Soundness for sampling testing and reporting in accordance with BS 812: Part 121 shall not be more than 12% over 5 cycles.

Notwithstanding the requirement above, if the rock is basaltic, there shall be no occurrences of Sonnenbrand effect in the first 20 stones tested or no more than one occurrence in the first 40 stones tested when sampled, tested and reported in accordance with Appendix 2, Section A2.8 of the aforementioned CIRIA/CUR publication.

• Impact Resistance – The aggregate impact value shall be less than 30% for the

standard test fraction when tested in accordance with BS 812: Part 112. • Crushing Resistance – The force required to produce 10% fines shall not be less than

100 kN when tested in accordance with BS 812: Part 111 and the Franklin Point Load Index (IS50) (ISRM) shall not be less than 4 N/mm² for all rock grades.

• Block Integrity – Blocks shall be free from visually observable cracks, veins, fissures, shale layers, styolite seams, laminations, foliation planes, cleavage planes, unit contacts or other such flaws which could lead to breakage during loading, unloading or placing. The Drop Test Breakage Index shall be less than 5% when sampled, tested and reported in accordance with Appendix 2, Section A2.11 of the aforementioned CIRIA/CUR publication.

• Durability – The losses from the Los Angeles Abrasion test shall not be more than 45%.

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23.2 Frequency of Testing Testing shall be carried out regularly by the Contractor throughout the Contract to monitor the quality of rock on samples selected by the Engineer. The Contractor shall carry out the testing promptly and shall report the results without delay. The minimum frequency of testing and visual inspection required for each grade of rock is shown on Table 4. One complete set of testing properties shall be undertaken per month for quarry run (core rock). Additional or more frequent testing may be required if the material varies or the quarry is worked inconsistently.

Table 4: Frequency of Rock Testing

Rock Characteristic Frequency of testing for all rock (per quarry face); not less than one set of

tests per: Shape, visual quality inspection and gradation: � Visual inspection &

impurities � Measurement

(continuous for all rock) Quarry Run – Weekly or 5,000 T Armour – 3 tests per week or 5,000 T

Density and water absorption Armour – 3 tests per week or 5,000 T

Resistance to weathering Armour – 2 tests per week or 5,000 T

Block integrity Armour – Weekly or 5,000 T

Specific Gravity Armour – Weekly or 5,000 T

Impact and crushing resistance. Point Load Index / Compressive Strength.

Armour – 2 tests per fortnight or 5,000 T

23.3 Initial Approval Procedures

Prior to commencement of delivery of bulk quantities of rock to the site, the Contractor shall: • Provide test results by an independent laboratory on a minimum of three separate

samples to confirm that the rock complies with the specified parameters. • Submit to the Engineer for approval the methods to be used to quarry, select, grade,

handle, load, transport and place the rock and the quality control procedures to be adopted at the quarry, during delivery and on site.

• Provide at least 3 m³ samples of each grade of rock and in addition, five armour stones indicative of the size range within the required grading, to be situated both at the quarry and on site, close to the area of production, storage and point of delivery at the works. The quantity of rock in each sample shall be sufficient to define the grading and shape. Each sample is to allow visual comparison with the bulk deliveries and the samples shall be kept separate and shall be clearly described by a painted sign board. Once approved, the samples and signboards, both at the quarry and on site, shall remain until all rock construction is completed.

• Arrange a meeting at the quarry at which the Engineer, the Contractor and the quarry managers are present, to discuss and agree the methods to be used, to inspect samples of the rock, and to witness gradation and weight tests on the samples.

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23.4 Quality Control Testing

Quality control testing shall be carried out by the Contractor at the quarry, prior to transportation to the site, in accordance with the approved Quality Control Procedures. The results of tests and all non-conformances and proposed corrective actions shall be reported to the Engineer without delay. Rock already delivered to site, but failing to meet the acceptance criteria shall be removed from the site immediately and disposed of at the Contractor’s expense, unless an alternative use is agreed with the Engineer.

24. PART 24 QUARRY OPERATIONS

24.1 Quarry Operations – General The Contractor shall ensure that any quarry used shall: • Obtain whatever permissions are necessary for the exploitation of the quarry and shall

pay royalties, fees, wayleaves and the like. • Operate the quarry in an approved manner and provide sufficient evidence by means of

boreholes, test holes and the like to show that the quarry contains rock of the required quality and quantity to complete the works and shall produce a geological map based on this evidence prior to the start of quarrying.

• Work the quarry to produce rock that meets the other clauses of the specification in every way.

• Obtain the prior written approval from appropriate Authorities, Police and the Engineer for the use of explosives, magazine storage arrangements and blasting procedures and shall provide safety men for the protection of persons and property during blasting operations. He shall use explosives only after obtaining the express written permission of the appropriate Authorities and the Engineer. Nothing contained in the Contract, nor any approval or instruction by the Engineer, shall relieve the Contractor of any of his obligations and responsibilities under any Statutory Acts or Regulations.

• When quarrying operations are complete, the Contractor shall leave the quarry in a safe condition to the approval of the appropriate Authorities by, inter alia:

o Barring down all faces so that no loose rock remains on any face. o Bringing down overhanging rock safely. o Ensuring that the quarry is free draining and that no accumulation of water can occur,

or in the case of a quarry below ground level, minimising the accumulation of water and drainage to areas approved by the Engineer. Warning notices, in Arabic and English, may be required at any concentrations of water which constitute a hazard.

o Stockpiling surplus rock material to a height not greater than 3 m with stable side slopes.

25. PART 25 TRANSPORTATION AND STOCKPILING OF ROCK

25.1 Rock Transport The Contractor shall be responsible for making arrangements for the supply of the required quantities of rock to the specified quality and grading from appropriate sources. Rock shall be transported to the site of the permanent works along an approved route. The Contractor shall: • Obtain the approval of the Engineer and the appropriate Authorities before using the

public highway.

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• Avoid damage to public or private roads and shall repair any damage that does occur. • Trucks used to transport rock for this Project shall be of a type specifically constructed

for hauling rock and shall have tail boards or scow-ends. No other mode of rock transportation may be employed unless first approved by the Engineer and the relevant Authorities.

• If sea transportation is used, ensure all barges are seaworthy and have the necessary safety certificates and insurance.

25.2 Stockpiling of Rock

The Contractor may be permitted to stockpile rock at or near the site of the permanent works. Separate stockpiles shall be made for different grades of rock. The stockpiles shall be formed so that they do not constitute a hazard; the locations, side slopes and heights and other factors affecting safety shall be as approved.

26. PART 26 PLACING ROCK – GENERAL

26.1 Survey Method Before placing rock the Contractor shall: • Submit to the Engineer for approval, details of the survey methods to be adopted to

ensure accurate setting out, alignment, level and cross-sectional control during construction of all the layers of the rock structures.

• Carry out initial ground, beach and sea bed survey lines at 10 m centres, or other closer spacing if required, extending for at least 10 m outside the intended toes or other edges of the rock structures. Cross survey lines are also required at 90° across the 10 m survey lines. Any discrepancies between the levels shall be investigated immediately.

26.2 Test Panels

At the commencement of each new section of rock structure, the Contractor shall construct a 10 m length, designated the test panel. The test panel shall demonstrate the quality of placing of all layers including the core, scour apron, under layer(s) and armour rock, for approval by the Engineer. The standard of rock placing below water should not be inferior to that above water. The Contractor shall obtain approval of each layer or element prior to commencing subsequent elements and shall make any adjustments necessary to obtain the Engineer’s approval. For each approved test panel, the Contractor shall record accurately for agreement: • The grading of each rock class used; • The quantity (tonnes) and volume (m³) of material used in each rock class; • In addition, for armour, the slope area covered and the number of rocks placed. During the progress of the Works, the Contractor may, from time to time, be required to demonstrate that the rock placing density being achieved is in accordance with the approved test panel for that particular section of the Works. The visual quality achieved in test panels shall be maintained throughout the remainder of the Works. Areas of armour rock rejected on visual quality grounds shall be reworked until test panel quality is achieved.

26.3 Checking of Profiles Before placing each layer, the Contractor shall submit for approval cross-sections through the previous layer at 10 m chainage increments to a distance of 5 m beyond the as-constructed toe and 2 m for the other edges. For breakwater roundheads, radial sections at every 15° from the centre of the roundhead shall be taken.

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No layer shall be covered by another layer until the profile of the former has been inspected and approved by the Engineer.

26.4 Notice of Survey The Contractor shall give a minimum of 24 hours prior notice to the Engineer and shall provide facilities for his attendance during surveys. Cross sections shall be surveyed in an approved manner.

26.5 Chainage Markers The Contractor shall provide and maintain chainage markers at 10 m intervals along the lines of rock structures. Chainage markers should be visible from both the land and seaward side of the structure.

27. PART 27 PLACING OF ROCK ARMOUR

27.1 Armour Placing Placing of armour rock shall comply with the following requirements: • Armour rock shall be individually placed to achieve a dense, fully interlocked armoured

slope so that each rock is securely held in place by its neighbours. Placing shall commence at the toe and proceed upwards towards the crest. Rocks shall be lowered into place individually. Rocks shall not be placed so that they obtain their stability from frictional resistance on one plane alone.

• Tipping of armour from vehicles, or bulldozing or dumping from hoppers or barges into final position shall not be permitted without the prior approval of the Engineer. Such permission may only be given following placing trials.

• Rock armour shall be placed to achieve a minimum ‘three-point support’ and be stable to the lines and levels shown on the drawings. The surface of the armoured slope shall present an angular uneven face to the sea to achieve maximum energy dissipation of waves. Rocks shall generally be placed with their long axes normal to the slope. The finished rock armour shall be at least two rocks thick except where shown otherwise on the drawings. Smaller pieces of rock shall not be used to fill interstices, or to prop larger rocks in order to achieve the required profile.

• Armour rock broken during handling or placing shall be removed immediately at the Contractor’s expense. Subject to the Engineer’s approval, broken armour rock may be included in smaller rock grades.

27.2 Armour Rock Placing Tolerances

Vertical placing tolerances for rock armour shall be in accordance with Table 3. Measurement shall be in accordance with Section A1.13.2 of CIRIA/CUR, 1991, publication with profiles taken at 10 m intervals along the length of the structure.

Table 5: Armour Rock Placing Tolerances

Armour layers and individually placed rock On individual

measurements (m) Design profile to actual

mean profile (m) Dry, that is, above low water

+ 0.3 Dn50 + 0.35 Dn50 – 0.25 Dn50

Below low water

+ 0.5 Dn50 + 0.6 Dn50 – 0.4 Dn50

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Dn50 is the nominal stone diameter for the median armour size for the grading and shall be calculated as the cube root of the volume of the stone. The volume shall be calculated by dividing the mass of the median stone (W50) by the saturated dry density of the stone. Notwithstanding the above tolerances, the following criteria shall apply to the armour layer: • The tolerances on two consecutive mean actual profiles shall not be negative; • Notwithstanding any accumulation of positive tolerances on underlying layers, the

thickness of the layer shall not be less than 80% of the nominal thickness when calculated using mean actual profiles.

28. PART 28 PLACING OF UNDERLAYER AND CORE ROCK

28.1 Underlayer and Core Placing Placing of underlayer and core rock (including scour protection material, where provided) shall comply with the following requirements: • Underlayer and core rock shall be placed to achieve a dense underlayer or core but shall

not be compacted. • Underlayer and core rock shall be placed carefully to avoid damage to the surface below

or to the geotextile if used. • Underlayer and core rock shall be placed so as to achieve an even distribution of rock

sizes without concentrations of smaller rock sizes. • Tipping of under layer rock from vehicles, or bulldozing or dumping from hoppers or

barges into final position, shall not be permitted without the prior approval of the Engineer. Such permission may only be given following placing trials.

28.2 Underlayer and Core Placing Tolerances

The vertical placing tolerance for the upper surface of the underlayer and core rock beneath the rock armour shall be ± 200 mm as compared to the levels on the drawings. Measurements shall be taken at 10 m intervals along the length of the structure and at 1 m intervals across the measurement profile.

28.3 Scour Apron Placing Tolerance The vertical placing tolerance for the upper surface of the scour apron rock shall be + 300 mm and - 150 mm, as compared with the levels on the drawings.

29. PART 29 PREPARATION OF ROCK SURFACE FOR CONCRETE

29.1 Surface Preparation for Crown Wall Where the drawings indicate that the rock structure is to have a crown wall or other reinforced or mass concrete structure cast upon it, the interstices between the stones directly under the concrete structure shall be filled with selected core material to form an effective seal against leakage of concrete, leaving a natural key projections of not less than 0.25 x Dn50 between the irregular surface of the secondary armourstone and the concrete structure. If settlement of the surface on which the concrete structure is to be cast has taken place, the use of a layer of small stones to bring it to the correct level will not be permitted. In such circumstances the thickness of concrete placed shall be increased to ensure that the correct surface levels of the concrete structure are attained.

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30. PART 30 GEOTEXTILE

30.1 Geotextile Properties Geotextile filter fabric shall be an approved proprietary geotextile complying with the following material property requirements:

Form : non-woven, needle-punched; manufactured from stable fibres

Polymer : polyester, polypropylene, polyamide mix

Minimum Mass

: > 600 g/m²

Thickness under 2 kN/m2

: > 5.0 mm

Tensile Strength of 5 cm wide strip

: > 700 N

Extension at 30% of strip tensile strength

: > 20%

Tear Strength

: > 365 N

Effective Pore Size

: > 0.08 mm

Permeability, k : > 3.2 x 10-3 m/sec Notwithstanding the above minimum characteristics, the Contractor shall ensure that the geotextile is appropriate for the intended usage and is sufficiently robust to withstand, without being damaged, the placing of the underlayer rock. Any conflicts between Geotextile Manufacturer’s recommendations and the criteria above should be referred to the Engineer. The geotextile shall be demonstrated to be appropriate for the sea water environment as found in Bahrain and to ultraviolet light exposure. The Contractor shall submit to the Engineer for approval a sample of the proposed geotextile, of minimum size 300 mm x 300 mm, together with a material property data sheet. The data sheet shall be substantiated by an index and performance compliance certificate issued by an accredited geotextile filter fabric testing organisation, for example, the German Bundesanstalt für Wasserbau (BAW).

30.2 Laying of Filter Fabric Filter fabric shall be laid on prepared surfaces as indicated on the drawings and in accordance with the manufacturer’s recommendations. On sloping surfaces, the fabric shall be laid with its longitudinal axis down the slope. Where fabric is laid under water it shall be secured against floating. Filter fabric shall be laid with minimum 1 m overlaps between adjacent sheets/rolls unless detailed or specified otherwise. The stitching of adjacent sheets in accordance with the manufacturer’s instructions may be considered by the Engineer, as an alternative to lapping. The Contractor shall ensure that filter fabric is not exposed to direct sunlight for more than one week. If, because of the nature of the work, the entire area of geotextile cannot be covered within one week of laying, then exposed areas shall be rolled and protected from sunlight, or shaded by other approved means.

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Care should be taken not to damage the geotextile during subsequent rock placing. Bedding layers shall be used if necessary to achieve this. Any damaged sections shall be removed and replaced before being covered-up.

31 PART 31 REFERENCES

31.1 Equivalence The contractor may offer for submission products and services conforming to alternative equivalent standards and specifications. Refer to Module 01 Paragraph 2.1 for full details. Approval of any such submission is entirely at the discretion of the Engineer.

31.2 Documents Referenced The following documents shall be read in conjunction with this Specification: • AASHTO: T96 – Standard Method of Test for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine • AAHTO: Test T104 – Standard Method of Test for Soundness of Aggregate by Use of

Sodium Sulfate or Magnesium Sulfate • The German Bundesanstalt für Wasserbau (BAW) • BS 812 – Testing aggregates:

Part 2 – Methods for determination of density Part 103 – Method for determination of particle size distribution Part 111 – Methods for determination of ten per cent fines value (TFV) Part 112 – Method for determination of aggregate impact value (AIV) Part 121 – Method for determination of soundness

• BS 1377 - Methods for test for soils for civil engineering purposes: Part 9 – In situ tests

• BS 6906: Methods of test for geotextiles • CIRIA/CUR (1991) - Manual on the Use of Rock in Coastal and Shoreline Engineering • International Society for Rock Mechanics (1981) – Testing for Rock Characterization,

testing and monitoring

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Abbreviations ACB Air Circuit Breakers EMC Electromagnetic Compatibility ACOP ACRIB

Approved Code of Practice Air Conditioning and Refrigeration Industry

EPDM Ethylene-propylene-diene-monomer copolymer

Board FA Fresh Air ADCM AFMA

Acoustic Doppler Current Meters Australian Fisheries Management Authority

FBA FRP

Factory Built Assembly Fibre Reinforced Polymer

AGMA American Gear Manufacturers’ Association FSC Forest Stewardship Council AISI AS

American Iron and Steel Institute Acceptance Strength

GANA GGBS

Glass Association of North America Ground Granulated Blast-furnace Slag

ASTA Association of Short-circuit Testing Authorities

GMS GRC

Galvanized Mild Steel Glass Reinforced Cement/Glass Reinforced

ASTM American Society for Testing Materials Concrete ATS Automatic Transfer Switch GRP Glass Reinforced Plastics AWS American Welding Society HCFC Hydrofluorocarbons BASEC British Approval Service for Electric Cables HDPE High Density Polyethylene BOCA Building Officials and Code Administrators HEPA High Efficiency Particulate Air BRE Building Research Establishment Ltd. HFC HydroFluoroCarbon BS BSRIA

British Standards Building Service Research and Information

HPL HPPE

High Pressure Laminate Higher Performance Polyethylene

Association HRC High Rupturing Capacity CBR California Bearing Ratio HSE Health and Safety Executive CCTV Close Circuit Television HSFG High Strength Friction Grip CECOMAF Comité Européen des Constructeurs de

Matériel Frigorifique HV

HVCA High Voltage Heating and Ventilating Contractors’

CENELEC Comité Européen de Normalisation Electrotechnique

ICBO

Association International Conference of Building Officials

CFC Chlorofluorocarbons IGCC Insulating Glass Certification Council CIBSE Chartered Institution of Building Services

Engineers IGE/UP

Institution of Gas Engineers – Utilization Procedures

CHW Chilled Water IP Ingress Protection CI Cast Iron ISAT Initial Surface Absorption Test CLW Cooling Water ISO International Standard Organization CM Current Margin / Communication cable ITP Inspection Testing Plan CMP CP

Communication cable (Plenum) Code of Practice

KD kVA

Kiln Dried Kilovolt Ampere

CPC Circuit Protection Conductor LCD Liquid Crystal Display CPT Cone Penetration Testing LED Light Emitting Diode CRS CRT

Categorised Required Strength Cathode Ray Tube

LPG LS0H

Liquid Petroleum Gas Low Smoke Zero Halogen

CRZ Capillary Rise Zone LSF Low Smoke and Fume CT Current Transformer LV Low Voltage c(UL) Underwriters Laboratories Incorporated

(Canada) MCB

MCC Miniature Circuit Breaker Motor Control Centre

DEO Defence Estate Organisation MCCB Moulded Case Circuit Breakers DFT Dry Film Thickness MDF Medium Density Fireboard DI Ductile Iron MDD Maximum Dry Density DIN DPC

Deutsches Institut für Normung Damp Proof Course

MDPE MEP

Medium Density Polyethylene Mechanical Electrical Plumbing

DPDT Differential Pressure, Differential Temperature

MICC MIO

Mineral Insulated Copper Covered Cable Micaceous Iron Oxide

DS Durability Strength MMI Man Machine Interface DVR Digital Video Recorder MOD Ministry of Defence DW Ductwork Specification MS Micro-silica EA Exhaust Air MSDS Material Safety Data Sheet ECMA European Computer Manufacturers

Association MSRPC

Moderate Sulphate Resistance Portland Cement

EA Exhaust Air N Nitrogen ECMA ECR

European Computer Manufacturers Association Extra Chemical Resistant

NDFT NEMA NFPA

Nominal Dry Film Thickness National Electrical Manufacturers’ Association National Fire Protection Association

EIA Environmental Impact Assessment/ Electronic Industries Alliance

NRC NS

Noise Reduction Coefficient Norwegian Standard

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O/D Outside Diameter ODP Ozone Depletion Potential OFS Oil Fired (Appliance/Equipment) Standard OFTEC Oil Firing Technical Association O&M Operation and Maintenance OPC Ordinary Portland Cement PD Published Documents PE Polyethylene PFA Pulverised Fuel Ash PFC Power Factor Correction PM Project Manager PTFE Polytetrafluoroethylene PVC Polyvinylchloride PVC-u Unplasticised Polyvinylchloride PWTAG Pool Water Treatment Advisory Group QA/QC Quality Assurance/Quality Control RA Return/Recycled Air RCCD Residual Current Circuit Breaker RCD Residual Current Device R&D Research and Development REFCOM Register of Companies Competent to handle

refrigerants

RPM Reinforced Plastic Mortar RPZ Reduced Pressure Zone RTD Resistant Temperature Detector RTR Reinforced Thermosetting Resin SA Supply Air SBCCI Southern Building Code Congress

International (Incorporated)

SDR Standard Dimension Ratio SIS Swedish Institute of Standards SP Super-plasticizing SPDT Single Pole Double Throw SRPC Sulphate Resistance Portland Cement SS Structural Strength SSPC Steel Structures Painting Council TIA Telecommunication Industry Association TRA Trussed Rafter Association UL Underwriters Laboratories Incorporated ULPA Ultra Low Penetration Air UP Unsaturated Polyester Resin UPS Uninterruptible Power Supply UTP Unshielded Twisted Pair UV Ultra Violet VC Vitrified Clay VR Video Recorder WBP Weather and Boil Proof W/C Water Cement Ratio WIS Water Industry Specification WP Water Proofing WRAS Water Regulations Advisory Scheme XLPE Cross Linked Polyethylene

STANDARD SPECIFICATIONS FOR CONSTRUCTION WORKS 2008 · 1.1 Programme of Works The Contractor shall...

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Transcript of STANDARD SPECIFICATIONS FOR CONSTRUCTION WORKS 2008 · 1.1 Programme of Works The Contractor shall...