cc000-0-00000-ci-spc-0009-1

SPECIFICATION FOR EARTHWORKS

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Contents 1. INTRODUCTION ..................................................................................................................... 3 1.1 Scope ................................................................................................................................... 3 1.2 Project Description ............................................................................................................... 3 2. DEFINITIONS AND ABBREVIATIONS .................................................................................... 3 2.1 Definitions ............................................................................................................................ 3 2.2 Abbreviations ....................................................................................................................... 4 3. REFERENCED DOCUMENTS ................................................................................................ 4 3.1 Codes and Standards ........................................................................................................... 4 3.2 Local codes and standards................................................................................................... 7 3.3 Order of Precedence ............................................................................................................ 7 3.4 Deviations, Concessions and Change Control...................................................................... 7 3.5 Quality Assurance / Quality Control ...................................................................................... 7 3.6 Use of Language .................................................................................................................. 7 3.7 Documentations / Submittals ................................................................................................ 8 4. SURVEYING, EXISTING SERVICES AND FACILITIES ........................................................ 12 4.1 Surveying ........................................................................................................................... 12 4.2 Existing Services and Facilities .......................................................................................... 12 5. SITE GRADING ..................................................................................................................... 13 5.1 Site Clearing and Grubbing ................................................................................................ 13 5.2 Stripping of Top Soil ........................................................................................................... 13 5.3 Demolition .......................................................................................................................... 14 5.4 Underground Cavities ......................................................................................................... 14 5.5 Earthwork in Excavation / Cutting ....................................................................................... 14 5.6 Earthwork in Filling ............................................................................................................. 15 5.7 Compaction Requirement ................................................................................................... 18 5.8 Grading Tolerance ............................................................................................................. 19 5.9 Dust Control ....................................................................................................................... 20 5.10 Clean Up ............................................................................................................................ 20 6. INSPECTION AND TESTING ................................................................................................ 20 7. SAFETY ................................................................................................................................ 22 8. PROTECTION OF PROPERTY AND PERSONNEL .............................................................. 23


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1. INTRODUCTION

1.1 Scope

The purpose of this document is to provide minimum requirements for materials, construction, installation and testing for site earthworks for Tacaamol and associated zones. The document applies to during the FEED and EPC phases of the Project.

1.2 Project Description

Abu Dhabi National Chemicals Company (ChemaWEyaat) has been formed with the mission of developing Madeenat ChemaWEyaat AI Gharbia (MCAG) for the construction of world-scale integrated chemicals complexes in a 70 km2 site located in the Western Region of the Emirate of Abu Dhabi, at the East of existing Ruwais Industrial Complex.

Tacaamol is the name of Company‟s first complex based on the core integration between a Medium heavy Naphtha Reformer and a naphtha Cracker, to be built on MCAG site.

Tacaamol will be implemented in stages as an integrated chemicals complex based on naphtha feedstock provided by Abu Dhabi National Oil Company (ADNOC) from the nearby Takreer Ruwais Refinery.

The first stage of Tacaamol is Tacaamol Aromatics Project (TAP), and its products will be aromatics (Xylenes, Benzene) and light naphtha.

2. DEFINITIONS AND ABBREVIATIONS

2.1 Definitions

AGREEMENT - means the signed agreement between COMPANY and LICENSOR.

COMPANY – means ChemaWEyaat (as specified in the AGREEMENT or CONTRACT).

COMPANY REPRESENTATIVE - shall mean a designated authority of either COMPANY or CONSULTANT.

CONSULTANT or PMC – means Project Management Contractor, engaged by COMPANY to perform project management and engineering services.

CONTRACT - means the signed agreement between COMPANY and CONTRACTOR.

CONTRACTOR - shall mean any company, firm or partnership other than CONSULTANT or LICENSOR contracted to COMPANY to carry out the agreed WORK.

LICENSOR - means a party entering into a Licensing AGREEMENT with COMPANY.


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SUB-CONTRACTOR - means any company, firm or partnership engaged by LICENSOR or CONTRACTOR to carry out any part of WORK.

SUPPLIER - shall mean any person, firm, business or VENDOR which manufactures or supplies materials, equipment or services for the performance of any part of WORK.

TECHNOLOGY PROVIDER - shall mean either LICENSOR or „EPC‟ CONTRACTOR for licensed technology.

VENDOR - shall be considered synonymous with the term SUPPLIER.

WORK - means all and any of the works and/or services specified in AGREEMENT or CONTRACT.

Shall and Must – indicate mandatory requirements.

2.2 Abbreviations

IPMT - Integrated Project Management Team, formed from COMPANY and PMC representatives.

UAE - United Arab Emirates.

3. REFERENCED DOCUMENTS

3.1 Codes and Standards

The following codes and standards to the extent specified herein form a part of this specification. When an edition date is not indicated for a code or standard, the latest edition in force at the time of contract award shall apply.

Alternate standards and codes meeting the requirements of the referenced standards and codes may be used with the approval of COMPANY.

American Society for Testing of Materials (ASTM)

ASTM C 40 Test Method for Organic Impurities in Fine Aggregates for Concrete;

ASTM C 131 Test Method for Resistance to Degradation of Small-Size Coarse aggregate by Abrasion and Impact in the Los Angeles Machine;

ASTM D 421 Practice for Dry Preparation of Soil Samples for Particle-size Analysis and Determination of Soil Constant;

ASTM D 422 Test Method for Particle-size Analysis of soils

ASTM D 638 Tensile Properties of Plastics;

ASTM D 698 Test Method for Moisture-Density Relationship of Soil and Soils Aggregate Mixtures using 5.5-lb (2.49 kg) Rammer and 12-in (304.8mm) Drop;


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ASTM D 854 Test Method for Specific Gravity of Soil;

ASTM D 1505 Density for Plastics by the Density-Gradient Technique;

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method;

ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft lbf/ft³ (2,700 kN-m/m³));

ASTM D 1833 Standard Test Method for CBR (California Bearing Ratio) of Laboratory-Compacted Soils;

ASTM D 2167 Test Method for Density and Unit Weight of Soil In-Place by the Rubber balloon Method;

ASTM D 2216 Laboratory Determination for Moisture Content of Soil;

ASTM D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System);

ASTM D 2488 Practice for Description and Identification of Soils (Visual manual Procedure);

ASTM D 2922 Standard Test Methods for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth);

ASTM D 2937 Test Methods for Density of Soil in Place by the Drive Cylinder Method;

ASTM D 2940 Standard Test Method for Graded Aggregate Material for Base or Sub Base for Highways or Airports;

ASTM D 3017 Test Methods for Water Content of Soil and Rock In Place by Nuclear Methods (Shallow Depth);

ASTM D 3080 Methods for Direct Shear test of Soil Under Consolidated Drained Conditions;

ASTM D 4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils;

ASTM D 4253 Test Methods for maximum Index Density of Soils Using a Vibratory Table;

ASTM D 4254 Test Methods for minimum Index Density of Soils and Calculation of Relative Density;

ASTM D 4767 Test Methods for Consolidated-Undrained Triaxial Compression Test on Cohesive Soils;


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ASTM D 5030 Test Method for Density of Soil and Rock in Placeby the Water Replacement Method in a Test Pit;

ASTM D 5084 Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous materials Using a Flexible Wall Permeameter;

ASTM D3776 / D3776M Standard Test Methods for Mass Per Unit Area (Weight) of Fabric;

ASTM D4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles;

ASTM D3786 / D3786M Standard Test Method for Bursting Strength of Textile Fabrics;

ASTM D4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity.

BRITISH STANDARD (BS) or equivalent European Standards

BS 1377 Parts 1-9 Method of Testing Soils for Engineering Purposes;

BS EN 1997-2 Eurocode 7: Geotechnical Design. Ground Investigation and Testing;

BS 6031 Code of Practice for Earthworks;

BS EN ISO 14688-1:2002 Geotechnical investigation and testing - Identification and classification of soil. Identification and description;

BS EN ISO 14688-2:2004 Geotechnical investigation and testing - Identification and classification of soil. Principles for a classification;

BS EN ISO 14689-1:2003 Geotechnical investigation and testing. Identification and classification of rock. Identification and description.

BSEN ISO 22475-1:2006 Geotechnical investigation and testing - Sampling methods and groundwater measurements;

BS EN ISO 22476-2:2005 Geotechnical investigation and testing. Field testing. Dynamic probing;

BS EN ISO 22476-3:2005 Geotechnical investigation and testing. Field testing. Standard penetration test;

BS 10175 Code of Practice for Investigation of Potentially Contaminated Sites;

BS EN 13251:2001 Geotextiles and geotextile-related products –Characteristics required for use in earthworks, foundations and retaining structures;

BS EN 13253:2001 Geotextiles and geotextile-related products –Characteristics required for use in erosion control works;


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BS EN 14475:2006 Execution of special geotechnical works –Reinforced fill;

BS 8006-1:2010 Code of practice for strengthened/reinforced soils and other fills.

Other Publications

Manual of Contract Documents for Highway Works, Volume 1 Specification for Highway Works, Series 600 Earthworks, UK Highways Agency latest edition.

3.2 Local codes and standards

Applicable local UAE codes or standards shall be followed. It is CONTRACTOR‟s responsibility to identify and comply with applicable UAE regulatory documents.

3.3 Order of Precedence

CONTRACTOR shall advise of conflict among any reference Codes and Standards and any applicable technical specification, and COMPANY will determine which shall govern.

3.4 Deviations, Concessions and Change Control

CONTRACTORS, LICENSORS, SUB-CONTRACTORS and SUPPLIERS shall refer to their CONTRACT/ AGREEMENT/ Purchase Order (as applicable) for the procedure for raising deviations or concession requests to the technical content of this specification.

COMPANY REPRESENTATIVE will consider all deviations and concession requests. Approval may be granted at the discretion of COMPANY REPRESENTATIVE. No deviation or concession shall be implemented prior to approval being granted. Any deviations or concession implemented prior to approval shall be subject to rejection.

3.5 Quality Assurance / Quality Control

CONTRACTOR‟S quality system shall provide for the planned and systematic control of all quality-related activities performed during design, development, production, installation or servicing (as appropriate to the given system). Implementation of the system shall be in accordance with the CONTRACTOR‟S Quality Manual and Project Specific Quality Plan, which shall, together with all related / referenced procedures, be submitted to COMPANY for review, comment and approval as required by purchase / contract documents.

3.6 Use of Language

Throughout this specification the words “will”, “may”, “should”, “shall”, when used, have meaning as follows:

• “will” is used normally in conjunction with a request from COMPANY REPRESENTATIVE;

• “may” is used where alternatives are equally acceptable;


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• “shall” is used where a provision is mandatory;

• “should” is used where a solution is preferred.

3.7 Documentations / Submittals

3.7.1 Submittals

CONTRACTOR shall prepare and submit all reports, test results or documents required by this specification to COMPANY REPRESENTATIVE within three (3) days after testing, unless specified otherwise in this specification or instructed by COMPANY REPRESENTATIVE.

CONTRACTOR shall provide all material test certificates, technical data sheets, material sources and supplier details for approval by COMPANY REPRESENTATIVE. CONTRACTOR shall submit full details of all proposed borrow pit areas for COMPANY acceptance.

3.7.2 CONTRACTOR shall submit proposed method of blending and carry out blending trials from different sources to maximise use of onsite material, for approval by COMPANY REPRESENTATIVE.Excavation Safety Plan.

CONTRACTOR shall submit an Excavation Safety Plan to COMPANY REPRESENTATIVE for review and approval prior to commencement of any excavation works. The plan shall indicate the systems, methods, and techniques to be used to ensure that excavation sidewalls shall be properly guarded to protect personnel, and existing facilities and structures in the vicinity of the work.

3.7.3 Water Control / Dewatering Plan

CONTRACTOR shall submit, a Water Control / Dewatering Plan to COMPANY REPRESENTATIVE for review and approval prior to commencement of any earthworks. The plan shall indicate the methods and techniques to be used for control of water (both surface runoff and groundwater) during work and the intended discharge points and facilities.

CONTRACTOR shall dispose of all water encountered in the earthwork operations so as not to damage property or create a nuisance or health menace. CONTRACTOR shall provide well points, sumps, temporary ditches, culverts, trenches, drains, pumps, pipes and all other equipment of sufficient capacity or other means as necessary to keep the construction area free from water until construction is completed.

CONTRACTOR shall construct and maintain a temporary drainage and dewatering system during the course of clearing, grubbing, stripping and grading operations. CONTRACTOR shall design the temporary drainage and dewatering system to control storm water runoff and groundwater and shall submit the plan to COMPANY REPRESENTATIVE and obtain its approval before beginning work.

Where the bulk or local excavation is likely to extend below the groundwater table, measures shall be taken to lower the groundwater table to at least 0.5m below the excavation level. Lowering the water table shall be carried out from a level of not less than 0.5m below the excavation to curtail active hydraulic gradient into the excavation.


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This is to prevent loosening of sand below the formation level caused by seepage into the excavation. The groundwater table shall be continuously maintained at least 0.5m below the excavation bottom and the formation grade until foundations are constructed and backfilled.

Groundwater lowering shall be accomplished by such measures as peripheral and internal drains or pumped sumps extending sufficiently deep below the bottom of the excavation, and / or by well points or other suitable measures, as necessary to maintain the groundwater level at least 0.5m below the bottom of excavation.

Lowering of groundwater level by pumping from the bottom of the excavation shall not be allowed. Where ponding of water occurs at the bottom of excavation, the water shall be removed by gravity drainage to the peripheral or internal drains or to pumped sumps.

3.7.4 Material Definition

Hard Material

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of “rock” but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 0.375 cubic meter in volume. Removal of hard material will not be considered as rock excavation.

Suitable Fi l l Material

Materials that are in conformance with this and other applicable project specifications and that are approved by COMPANY REPRESENTATIVE for their intended use. Additionally, they shall be free from refuse, large stones or rocks or other material which might prevent proper compaction or cause the compacted fill or embankment to perform inadequately or to have insufficient stability or bearing capacity for the superimposed loads to which it is likely to be subjected. Materials shall be classified / described in accordance with ASTM D2487 or D2488.

Suitable fill material shall be naturally occurring material as found on site or obtained from local borrow areas and shall comprise:

Non-Plastic Sand, Dune Sand or Granular Material (excluding gatch).

Low Plastic or non-plastic Sand or Granular Material (including gatch).

Various other than gypsum.

Material laid as fill shall be obtained from a suitable source or by laying material from two or more suitable sources concurrently and shall have properties as follows:


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Type Passing Passing Liquid Plasticity 75 mm 75 mic Limit Index

A: 100% <15% max - N-P

B: 100% <30% max <35% max <15 max

C: 100% _ _ _

Type A and B material shall have a maximum allowable chloride content of 1% and a maximum allowable sulphate content of 3.5%.

Type C material shall be onsite surplus material which does not fall into the category of Unsuitable Fill Material.

The type of fill material to be used in each location shall be determined by CONTRACTOR and defined on the drawings generally as follows:

Under and to sides of all structural foundations and Process areas (including backfill): A

Above foundation level of major structures: A

General fill outside Process areas, bunds and embankments: B

Top 1000mm of general fill for roads and pavement: A

Bulk fill for landscaping: C

Unsuitable Fil l Material

Unsuitable fill material shall include particles in excess of 75 mm size and which is,

Soils containing >2% organic material such as logs, stumps and perishable materials.

Deposits of Sabkha or other material exceeding 2% of soluble salt.

Material susceptible to spontaneous combustion.

Materials with undefined properties.

Materials having moisture content greater than the maximum specified.

Building rubble and domestic and industrial wastes.

Soils and rock susceptible to deterioration / change of their properties.

Clay, silt and other loose or soft soils not in accordance with compaction criteria.

Dredged material.


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Material containing gypsum or other soluble salts.

Over crushed gatch having excessive fines.

Any material or industrial or domestic product which will not compact to form a stable fill or will adversely affect other materials in the works.

Geotexti les and geotext ile -related products

Where shown on drawings, geotextiles shall be a nonwoven, spun-bonded, polypropylene fabric with the following characteristics.

Property Test Method Test Results

Density ASTM D3776 /D3776M Min. 1000g/m2

Grab Tensile Strength ASTM D4632 Min. 9 kN/m

Elongation at Break ASTM D4632 <50%

Bursting strength ASTM D3786 /D3786M Min. 1400 kPa

Coefficient of permeability ASTM D4491 Min. 0.1m/sec per m of head

Geotextiles for use as material separators and polymeric geogrids for use as reinforcements shall be provided with manufacturer‟s certification including:

Factors and characteristics relating to compliance with BS EN 13251, 13253 and associated codes where applicable;

Independently verified specification;

Assessment criteria and technical investigation;

Design consideration;

Installation guidance;

Regular surveillance of production;

Formal review.

Geotextiles and geotextile-related products shall have good resistance to chemical degradation, biodegradation, temperature and weathering, and fit for use in fills encountered on this site.


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4. SURVEYING, EXISTING SERVICES AND FACILITIES

4.1 Surveying

All setting out and construction stacking required for the work shall be performed by CONTRACTOR from Bench marks and base lines acceptable to COMPANY REPRESENTATIVE.

In addition to data supplied by COMPANY, CONTRACTOR shall decide and carry out any supplementary investigation as deemed necessary in order for CONTRACTOR to assess the nature of ground conditions on site and borrow areas.

CONTRACTOR shall co-operate in preserving all control bench mark monuments and stacks, and other markers establishing lines, elevations, slopes etc. CONTRACTOR shall replace at no cost monuments, stakes, and other markers which he disturbs or destroys during the course of his work.

COMPANY REPRESENTATIVE may check lines, grades, and locations established by CONTRACTOR. CONTRACTOR shall be responsible for the accuracy of his work.

4.2 Existing Services and Facilities

Before beginning of work, CONTRACTOR shall ascertain the nature and location of all existing above and underground services and facilities on site and in adjacent areas by inspecting available plans or, if necessary, by hand excavation. COMPANY will make available, for review, any existing layout drawings which cover the area of work. CONTRACTOR will be responsible for confirmation, or otherwise, of any such information given.

CONTRACTOR shall take every precaution including providing temporary supports, bridging, shoring, and safety barriers to protect the existing services and facilities from damage or interference during construction. CONTRACTOR‟S precautions shall be subject to approval by COMPANY REPRESENTATIVE.

CONTRACTOR shall notify COMPANY REPRESENTATIVE in writing if any previously unrecorded services or other objects are discovered before or during construction. CONTRACTOR shall record and give to COMPANY REPRESENTATIVE accurate description, dimensions, location, and elevations related to reference datum and other relevant details of such services.

A certificate or permit shall be obtained from COMPANY REPRESENTATIVE, indicating that services have been cut off and made safe and specifying any services or other facilities adjacent to site including related safety aspects and measures which must be maintained during the execution of the work. CONTRACTOR shall confirm independently that service have in fact been cut off and made safe.

When CONTRACTOR needs to block the drainage paths during construction, he shall provide temporary or permanent alternate routing during construction is complete.

When CONTRACTOR accidentally damages existing structures or facilities, he shall repair or replace them to the satisfaction of COMPANY REPRESENTATIVE.


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Where naturally occurring cavities, e.g., caverns, underground water courses or man-made cavities, e.g., wells, cesspools, basements are detected under or adjacent to the construction area, CONTRACTOR shall treat them as directed by COMPANY REPRESENTATIVE.

5. SITE GRADING

5.1 Site Clearing and Grubbing

Site clearing shall include taking down or grubbing up and immediate removal from the site all surface obstructions and unsuitable materials such as contaminated soil, organic material, debris, rubble and existing improvements such as concrete slabs, hedges, trees, stumps, roots, guard rails, concrete sleepers, lamp posts, abandoned electrical cables and pipes within limits of new construction as shown on project drawings. Live electrical lines and active pipelines shall be disconnected before removal.

COMPANY REPRESENTATIVE may direct CONTRACTOR to protect in place certain items such as fences or other features required for incorporation in landscaping. CONTRACTOR shall, under such conditions, be responsible for the care and protection of such items during the course of work.

All depressions and holes made below the sub-grade or sloped surfaces as a result of grubbing operations shall be filled and compacted. All excavations and soils requiring re-compactions shall be in accordance with the requirements of this specification.

Disturbed areas, surrounding the designated clearing areas, shall be cleaned of debris and restored to the satisfaction of COMPANY REPRESENTATIVE.

As the work progresses, remove all materials resulting from clearing and grubbing operations except those materials specified for reuse or as otherwise specified by COMPANY. Dispose of those materials at locations acceptable to COMPANY REPRESENTATIVE. Accumulation of unwanted material on site shall not be permitted. Maintain the site in a safe and accessible condition at all times.

Disposal of materials removed from site shall be in accordance with the governing local national laws. CONTRACTOR shall propose acceptable dumping locations for COMPANY REPRESENTATIVE approval.

5.2 Stripping of Top Soil

Strip topsoil in areas to be either filled or excavated to a minimum depth of 150mm or deeper as required to remove all vegetation and soft spots. Removed topsoil shall not be used as structural fill.

CONTRACTOR shall haul the excavated topsoil off site and dispose of it in accordance with national and local laws and regulations. The material resulting from stripping may be used as general fill with approval of COMPANY REPRESENTATIVE if they are


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removed from site and processed. The processing shall remove any organic matter or unsuitable material.

5.3 Demolition

CONTRACTOR shall demolish and remove all existing abandoned structures, utilities and other items as indicated or as may be required. Where applicable, CONTRACTOR shall remove fencing to the existing facilities (at new works interface) only after the new fences have been constructed and approved by COMPANY REPRESENTATIVE meeting all security requirements.

5.4 Underground Cavities

Where naturally occurring cavities, e.g., caverns, underground water courses or man-made cavities, e.g., wells, cesspools, basements are detected under or adjacent to the construction area, CONTRACTOR shall plug them as directed by COMPANY REPRESENTATIVE. Cavity packing / filling may include but not be limited to grout injection, mass concreting, further excavation and placement with compacted structural fill materials.

5.5 Earthwork in Excavation / Cutting

After clearing and stripping of areas as specified in above clauses, spot levels at intervals and pattern shall be recorded. CONTRACTOR shall make all excavation to the lines, grades and levels shown on the project drawings, and as required by this specification. After excavation, COMPANY REPRESENTATIVE shall inspect the exposed soils and the records of spot levels. CONTRACTOR shall remove any soft or unsuitable materials to the satisfaction of COMPANY REPRESENTATIVE. After approval by COMPANY REPRESENTATIVE, CONTRACTOR shall then scarify the exposed soil to a depth of 150 mm and compact it to at least 95 percent of maximum dry density as determined by ASTM D 1557.

When CONTRACTOR cannot compact the existing soils to the required density, upon the approval of COMPANY REPRESENTATIVE, he shall replace and compact a 200 mm thick subgrade layer before placing fill material.

CONTRACTOR shall perform excavation in a manner which assures proper drainage during the course of work. CONTRACTOR shall dewater flooded excavations and remove all muck as directed and approved by COMPANY REPRESENTATIVE before proceeding with the work.

If the excavation exceeds 1.2 meters, the excavation sidewalls shall be sloped or shored in order to prevent cave-ins or hazardous conditions. Temporary slopes shall be cut back to a minimum ratio of one horizontal to one vertical or as recommended by COMPANY REPRESENTATIVE, whichever is flatter. Additionally, any existing adjacent structures and footings shall be located outside of a 2H: 1V projection from the base of the excavation cuts. CONTRACTOR shall assume full responsibility for maintaining the stability of shoring systems or cut slopes.

CONTRACTOR shall assume full responsibility for safety of the personnel and for maintaining all the excavated faces and cuts in a safe and stable condition and in


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compliance with the requirements of Geotechnical investigations report, as well as the national laws and regulations until final acceptance of the work.

CONTRACTOR shall notify COMPANY REPRESENTATIVE of any obstructions encountered and shall provide support, protection, or removal of such obstructions as directed by COMPANY REPRESENTATIVE.

CONTRACTOR shall not leave excavated materials even temporarily, where they will interfere with other construction works.

CONTRACTOR shall route the earth moving equipment so that minimum damage is caused to the natural subsoil structure of exposed formations.

The excavated suitable material shall be stockpiled in an orderly manner at locations approved by COMPANY REPRESENTATIVE and a distance from the banks of the excavation sufficient to avoid overloading the banks. Stockpiles containing suitable materials shall be protected from contamination with unsuitable material or other material that may adversely affect the quality of the material and render it unfit for use. The stockpiles shall be arranged so as not to obstruct drainage or other construction operations in the vicinity of excavation.

All excavated materials that are unsuitable for use as fill or backfill, or are surplus to that needed for backfilling, shall be disposed of in a safe and proper manner off the project site.

Provisions for dewatering shall be governed by the relevant clause referred in this specification.

5.6 Earthwork in Filling

Before filling commences, the site shall be cleared as per above said clauses, the surface of the existing natural soils shall be scarified to a depth of 150mm, moisture conditioned to ±2% of the optimum and compacted to a density of not less than 92% of the maximum dry density as per ASTM D 1557.

Superficial unsuitable materials shall be removed from the area to be graded to receive fill. All materials removed shall be disposed of as unsuitable unless tested and classified as suitable in which case they may be reused directly or stockpiled for reuse. The over-excavated areas shall be backfilled with suitable material and compacted as described herein.

Where significant depths of loose material extend below ground water level, the method of treatment of such material shall be agreed with COMPANY REPRESENTATIVE.

All fill material shall be either suitable excavated material or a suitable imported material according to material definition specified in this specification. All fill area shown on the drawing shall be compacted as described herein.

The fill material shall be conditioned with water to within ± 2% of the optimum moisture content (due allowance shall be made for evaporation), and placed in maximum


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300mm loose lifts. Areas as designated on the earthwork drawing shall then be compacted as follow:

Process Plant areas and major structures /building areas shall be compacted using type „A‟ fill material to a density of not less than 95% of maximum dry density as per ASTM D 1557. Testing shall be carried out as described in this specification under the clause of Inspection and Testing.

Fill material shall be placed in layers, moisture conditioned, spread to the appropriate loose layer thickness and compacted to the specified density using suitable mechanical equipment. If necessary, Type B material shall be broken down by the passage of tracked equipment and remixed by a grader before moisture conditioning so as to produce an adequately homogeneous material.

CONTRACTOR shall compact the surface of fill slopes until the slopes are stable, and there is no loose soil on the slopes. CONTRACTOR shall compact the slopes by an over-building and cutting method approved by COMPANY REPRESENTATIVE.

The ground water obtainable in the site vicinity may not be used for moisture conditioning of soils for compaction.

After completion of cut and fill operation, all areas in both cut and fill shall be proof rolled with at least four passes of a 10 metric ton vibratory roller.

Tank Bunds

Sloping ground shall be shelved to give a good key. The over-burden shall be removed down to approved formation level, to affect a good key. The grade below the bund shall be scarified to a depth of 150mm; moisture conditioned to ±2% of optimum and compacted to a density of not less than 95% of the maximum dry density, as per ASTM D 1557.

Fill in tank bunds shall be deposited in layers not exceeding 250mm loose depth, moisture conditioned to ±2% of optimum and compacted to a density of not less than 95% of maximum dry density, as per ASTM D 1557.

Bunds shall be constructed oversize (minimum 0.5m) and trimmed to the profiles shown on the drawing following compaction.

The formation of bunds by end tipping shall not be permitted.

Tank bunds shall be constructed with Type B material.

In view of the effects of settlements and the possibility of leakages / seepage, penetration of the earthen bund wall and that of the subsoil under the bund wall shall be avoided, e.g. by pipes, cables, etc. Should penetration of the bund wall or the sub soil under the bund wall be unavoidable the crossing shall be suitably sealed and free to expand and contract. Filter cloth shall be placed round rigid elements where a danger of wash-out of bund wall materials exists. For multi penetration of earthen bund walls by pipes, consideration shall be given to the use of structural elements in forming an integral part of the bund wall.


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Road Embankments

Fill shall be placed in 200mm thick layers, moisture conditioned to ±2% of optimum, and compacted to a density of not less than 95% of maximum dry density, In addition the top level shall be compacted to achieve a minimum sub grade CBR value of 14.

Road embankment core shall be constructed with Type A material.

For embankment slopes within 2.0m of formation level, the side slopes (1.5 horizontally : 1 vertically) shall be shaped and overlaid by 150mm of compacted Type B material.

Embankment shall be constructed oversize (minimum 0.5m) and trimmed to the profiles shown on drawings following compaction.

The formation of Embankment by end tripping shall not be permitted.

Where pipe culverts are shown under new embankments, the embankment shall first be constructed to the required height as shown on the project drawing extending at least five culvert diameters each side of the culvert. Work shall be performed in accordance with specification and drawings.

Embankment finish slope material shall be protected against erosion, (gatch, gravel, concrete layer as indicated on drawing).

Ground Improvement

In order to stabilise subgrade for successful compaction of overlying fill, the following ground improvement methods may be used. Treatment shall provide preconditions for the required bearing capacity, shall restrict total and differential settlements to acceptable magnitudes under the considered future loading.

a) Vibro Stone Columns

The ground treatment shall be carried out by penetrating the ground with a large poker vibrator and forming continuous dense columns of stone from the maximum depth of penetration to up to the working platform grade. The stone columns diameter, distribution spacing and plant employed shall be suitable to achieve the depth of treatment to meet the particular design criteria in the prevailing ground and groundwater conditions.

Material used to form the stone columns shall be hard and chemically inert so to remain stable during column construction and working life in the anticipated groundwater conditions. Material grading shall be appropriate for compaction to form a dense column fully interlocked with the surrounding ground. The working platform, made of granular material suitable for the existing ground conditions, shall be designed, prepared and maintained for the safe working of the vibro plant.

Stone columns shall be constructed as near vertical as possible. The poker shall not deviate by more than 1 (horizontal) in 20 (vertical) during column formation.

Suitable tests shall be carried out to ensure consistency in workmanship. Column plate load tests shall be carried out using a nominal 600mm diameter plate placed


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concentrically on individual columns, loaded in increments with settlements of the plate measured against a stable reference beam.

Details of the treatment design, method of installation, plant type and testing regime shall be developed by CONTRACTOR covering a particular site zone selected for this treatment. The design shall demonstrate by calculation that the spacing and layout of stone columns meet the end product criteria for fill.

b) Pre-compression and Vertical Drainage

Pre-compression is achieved by pre-loading, which requires placement and removal of earth before filling, causing stress intensity similar or greater in weight than the intensity from the final loading. Vertical drains may be used in combination with pre-compression surcharge to allow consolidation settlements of underlying clay/silt to take place more rapidly.

Vertical drainage involves the use of prefabricated drains. Prefabricated band drains consist of a core and a geotextile filter. The width of the core of band drains is typically 100mm and the thickness is between 2mm and 10mm.

Strength of band drains shall be high enough to prevent breakage during and after installation. The discharge capacity and the filtration properties shall be fit for the purpose. Drains shall comply with the verticality of the leader not be less than 1 (horizontal) in 50 (vertical) and installed to the depth specified in design. Hard layers shall be penetrated by pre-drilling. The drainage blanket of a minimum thickness of 0.5m shall be required and may serve as the working platform.

Details of the pre-compression and vertical drainage design, method of work and testing shall be developed by CONTRACTOR covering a particular site zone selected for this treatment. The design shall demonstrate by calculation that the pre-loading regime and drain spacing meet the end product criteria for fill.

c) Geogrid Reinforcement

Where proved rolled and compacted subgrade shows instability, even after soft spots and made ground were removed below the formation, a base geotextile shall be utilised, followed by an additional layers of geogrid reinforcement, if found necessary.

Geotextiles and geotextile-related products provide interlayer system bonded in between two courses of soil. Manufactures certify the specific product data based on the results of testing in accordance with applicable standards. The most important characteristics, among others, include tensile strength, elongation at maximum load and resistance to weathering.

CONTRACTOR shall develop requirements for application of these products in order to fit the purpose.

5.7 Compaction Requirement

Unless otherwise specified, all fill materials shall be compacted at a moisture content of ±2 percent of the optimum moisture content and to at least 95 percent of the maximum dry density. The earthworks are related to basic foundations criteria which include:


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Bearing capacity of 150 kN/m2 for a spread footing 3m square not exceeding settlement of 25mm;

Roads /pavement settlement not exceeding distortion gradient of 1:300 when exposed to heavy traffic load in operation.

The potential soft subgrade which contains significant content of silt /clays shall be avoided at the fill interface. The subformation shall be cleaned /scraped to a level of not less than 4.0m below finished grade. All present imported spoil material shall be removed. The subgrade shall be proved rolled and compacted. Any soft spots or made ground are to be further removed and backfilled in accordance with this specification, but not deeper than the groundwater head.

Backfill / Fill shall be placed in layers and compacted to 92% of the maximum dry density for the first metre and the rest to the final level at not less than 95% of the maximum dry density. In a case of further signs of subgrade instability a base geotextile should be utilised, followed by an additional 1-2 layers of geogrid reinforcement, if necessary.

Fill materials for non structural areas which are not planned to support any foundations, slabs, pavements, tank farm bunds (dikes) or roads, and landscaped areas shall be compacted at a moisture content of ±3 percent of the optimum moisture content and to at least 92 percent of the maximum dry density.

The maximum dry density and optimum moisture content for all materials shall be determined in accordance with ASTM D 1557 (Modified Proctor). Corrections to adjust the laboratory maximum dry density and optimum moisture content for soils with oversize particles shall be made in accordance with recommendations contained in ASTM D 4718.

CONTRACTOR shall undertake compaction trials for each typical filling material and compaction method proposed. The trial shall be used to demonstrate to COMPANY REPRESENTATIVE the suitability of the proposed technique. These trials and associated testing CONTRACTOR shall use to determine the applicable filling layer thickness and method of compaction on the case by case basis.

5.8 Grading Tolerance

The grade shall be properly shaped to the required elevations and parallel to the required surface.

The elevation of any point and the line of any edge or centre of the earthworks shall conform to that shown on the drawings within the tolerances stated below:

Tolerances from True Level Tolerances from True Line

Basic Grading +0 / -25 mm +75 mm / -75 mm

Embankments & Bunds +75 mm / -0 +75 mm / -75 mm


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The finished surface road sub grade shall not vary more than 12.5 mm when tested with a 3 meter straightedge applied parallel with, and at right angles to, the centreline. CONTRACTOR shall completely cut out and rework uneven areas as directed by COMPANY REPRESENTATIVE.

Final elevations for drainage ditches and culverts shall be within 5mm of the elevations given on the project drawings.

5.9 Dust Control

The amount of dust resulting from site preparation work shall be controlled to prevent the spread of dust to the facilities in the plant site and to avoid creation of a nuisance in the surrounding areas. CONTRACTOR shall control dust by cleaning, sweeping and sprinkling with water or other means as frequently as may be necessary. Excessive use of water resulting in hazardous or objectionable conditions shall be avoided.

5.10 Clean Up

Upon completion of work, CONTRACTOR shall leave the project site clear of debris and surplus material resulting from the construction operations. CONTRACTOR shall dispose of all debris and surplus materials off the project site in a manner meeting all local authority requirements.

6. INSPECTION AND TESTING

When tests indicate that the density or moisture content of any layer of fill or portion thereof does not meet the specified density or moisture content, CONTRACTOR shall rework the particular layer or portions until the material meets the density and moisture content.

CONTRACTOR is responsible for providing the appropriate laboratory test results performed on all fill, sand and erosion control and gravel surfacing materials from outside sources, and to substantiate their properties and their conformance with the specification requirements. All testing shall be performed and certified by a registered independent Materials Testing Laboratory. COMPANY REPRESENTATIVE reserves the right to separately arrange testing of any of the sourced materials.

Any testing needed to verify the suitability of the onsite soils for fill material will be provided by licensed and COMPANY approved Materials Testing Laboratory.

CONTRACTOR shall co-operate fully with COMPANY REPRESENTATIVE and Materials Testing Laboratory in the performance of all the required or requested onsite moisture and density tests (Compaction Testing) and inspections. Testing will be in accordance with this Specification.

Tests shall be carried out on each source of material to be used as fill whether from excavations, site stockpiles or borrow pits, to establish the following properties as applicable, see material definition, for acceptable limits of suitable materials.


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Natural Water Content in accordance with ASTM D 2216;

Maximum Dry Density and Optimum Moisture Content in accordance with ASTM D 1557;

Particle size distribution, including hydrometer analysis where fraction passing 75 micron sieve exceeds 20% in accordance with ASTM D 422;

Liquid Limit in accordance with ASTM D 4318;

Plasticity Index in accordance with ASTM D 4318;

Angle of Internal Friction (Structural Fill type A material only) in accordance with ASTM D 3080 or ASTM D 4767;

Maximum salt and Organic matter content in accordance with ASTM C 40;

Chloride Ion in accordance with BS 1377, Part 3, C1.7.2;

Sulphate (S03) in accordance with BS 1377, Part 3, C1.5.3.

These tests shall be repeated if the source of material changes or the material itself changes. A sufficient number of tests shall be performed to establish representative average and range of properties (approximately one set of tests per 5,000 cu.m., but number may vary depending on the quantity of the material and the consistency of results).

The testing methods and frequencies specified herein are to be used as a guideline for the Contract quality control system.

In-Situ density measurements will be carried out by the sand cone method (ASTM D 1556). The nuclear methods (ASTM D 2922) will be acceptable only after verification by parallel testing performed by the sand cone methods, to the satisfaction of COMPANY REPRESENTATIVE.

Initially, one ASTM D 1557 laboratory compaction test will be performed for every field density test. Frequency of laboratory compaction tests will be reduced only when uniformity of results has been established to the satisfaction of COMPANY REPRESENTATIVE. If changes in the source of materials occur or changes in the characteristic of the material occur, additional ASTM D 1557 laboratory density test will be performed.

Mass Fi l l

For Mass fill, one set of 3 compaction tests will be performed on every 1000 sq.m. of each layer of compacted fill.

A higher frequency of testing (at least twice the above) will be performed until adequacy of compaction has been established to the satisfaction of COMPANY REPRESENTATIVE.


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Bunds

Compaction tests for bunds will not be less than one set of 3 per 100 meter length of bund or 200 cu.m. of soil.

Tank Foundat ions

Compaction tests for tank foundations will not be less than one set of 3 for every 500 sq.m. of each compacted layer.

Road Embankments

One set of 3 Compaction tests will be performed per 2000 sq.m. of each layer of compacted fill below roads and for the embankment slope portion one set of 3 compaction tests will be performed per 1000 sq.m. of each layer of compacted fill.

All laboratory and in situ test results shall be collated and further processed in a format suitable for as built records. These shall be submitted to COMPANY REPRESENTATIVE regularly during construction and together with as built earthworks drawing mark ups, shall be included in the end of contract technical report for COMPANY to retain during design life operations.

7. SAFETY

Daily inspection of excavation shall be made by a competent inspector appointed by CONTRACTOR. If evidence of possible cave-ins or slides is apparent, all work in the excavation shall cease until the necessary precautions have been taken to safeguard the employees and the surrounding area.

Excavations shall be inspected by CONTRACTOR‟S inspector after every rainstorm or other hazard-increasing occurrence, and the protection against slides and cave-ins shall be increased if necessary.

Formwork and shoring shall be designed, erected, supported, braced, and maintained so that it will safely support all vertical and lateral loads that may be imposed upon it during placement of concrete.

When mobile equipment is utilized or allowed adjacent to excavations, substantial stop logs or barricades in “signal colors” shall be installed at least 3000 mm (or 1.5 times the depth of excavation whichever is greater) from the edge of excavation.

Banks more than 1200 mm high shall be shored or laid back to a stable slope, or some other equivalent means of protection shall be provided where employees may be exposed to moving ground or cave-ins. Trenches less than 1200 mm in depth shall also be effectively protected when examination of the ground indicates hazardous ground movement may be expected.

When employees are required to be in trenches 1200 mm deep or more, a minimum of two adequate means of exit, such as a ladder or steps, shall be provided and located so as to require no more than 8 meters of lateral travel.


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CONTRACTOR shall submit method statements for all temporary works addressing safety and environmental issues for COMPANY REPRESENTATIVE‟s approval.

8. PROTECTION OF PROPERTY AND PERSONNEL

CONTRACTOR shall protect all active utility lines shown on the drawing or encountered during the excavation. If he damages those lines, CONTRACTOR shall repair or replace them. If existing utilities interfere with his work, CONTRACTOR shall notify COMPANY REPRESENTATIVE and secure written instructions for further action.

CONTRACTOR shall barricade open holes and depressions which he creates or exposes as part of this work, and shall post warning signs and lights on property adjacent to or with public access. He shall operate warning lights during hours from dusk to dawn each day and as otherwise required for safety.

CONTRACTOR shall protect structures, utilities, pavements and other facilities from damage caused by settlement, lateral movement, washout and other hazards created by his operations.

Existing Bench Marks shall be protected during excavations. If an excavation requires a Bench Mark relocated, CONTRACTOR shall construct a new identical Bench Mark at his expense in its proximity away from excavations with COMPANY REPRESENTATIVE approval and show its location on as-built drawings.

CONTRACTOR shall plan and execute all aspects of the site preparation work so that the safety of personnel, the work and adjacent property is guaranteed and such that a minimum of inconvenience is caused.

cc000-0-00000-ci-spc-0009-1

Documents

existing services

change control

site clearing

local codes

site grading

earthworks cc01a

project description

referenced documents