drill pad constuction

ADMA OPCO DOCUMENT NUMBER TECHNIP DOCUMENT NUMBERPageNoProject No Area Section Serial No. Revision Activity Unit Document Type Material Code Serial No Revision

AD159 S00000 C RPT 03275 9807K 000 JSD 1400 001 0B 2 / 13

PROJECT SPECIFICATIONDRILL PAD CONSTRUCTION

O:\Discipline\A357\SARB ECW\Letters to ADMA\Letter L-008\9807K-000-JSD-1400-001_R0B SPECIFICATION FOR DRILL PAD CONSTRUCTION.doc

CONTENTS

1. SCOPE OF DOCUMENT ............................................................................................ 3

2. TERMINOLOGY AND ABBEREVIATIONS.................................................................. 3

3. REFERENCE DOCUMENTS....................................................................................... 3

4. GEOTECHNICAL INVESTIGATION REPORT ............................................................ 6

5. GENERAL DESIGN CRITERIA ................................................................................... 6

5.1 DRILL PAD FINISH.......................................................................................... 6

5.2 SUB GRADE.................................................................................................... 6

5.3 PORTLAND CEMENT CONCRETE PAVING .................................................. 6

6. MATERIALS................................................................................................................ 6

6.1 DRILL PAD MATERIALS ................................................................................. 7

7. CONSTRUCTION........................................................................................................ 8

7.1 SUB-GRADE ................................................................................................... 8

7.2 BASE COURSE............................................................................................... 9

7.3 SURFACE COURSE...................................................................................... 10

8. ACCEPTANCE TESTS AND TOLERANCES ............................................................ 11

8.1 TESTING AND INSPECTION OF SUBGRADE.............................................. 11

8.2 TESTING AND INSPECTION OF BASE COURSE........................................ 11

8.3 TESTING AND INSPECTION OF SURFACE COURSE ................................ 12

8.4 TESTING OF CONCRETE SURFACE COURSE........................................... 12

CONCRETE PAVEMENT COURSE SHALL BE TESTED IN ACCORDANCE WITHSPECIFICATION AD159-S00000-C-SPC-03009....................................................... 12

8.5 SURFACE TOLERANCES OF DRILL PAD.................................................... 12

9. PROTECTION OF PROPERTY AND PERSONNEL ................................................. 13

10. DUST CONTROL ...................................................................................................... 13

11. CLEAN UP ................................................................................................................ 13


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1. SCOPE OF DOCUMENT

The purpose of this specification is to define the requirements governing theconstruction of the SATAH AL RAZBOOT (SARB) Island drill pad. The entire drill padarea is to be generally finished with compacted GATCH except for the drilling rigmovement area which has concrete pavement.

2. TERMINOLOGY AND ABBEREVIATIONS

COMPANY : ABU-DHABI MARINE OPERATING COMPANY(ADMA-OPCO)

ENGINEER : TECHNIP FRANCE ABU DHABI

CONTRACTOR : Organization nominated by COMPANY toperform EPC works

3. REFERENCE DOCUMENTS

In addition to the requirements contained in this specification, and subject to anyvariations which may be required by the Local Authorities, the requirementscontained in the latest editions of the following specifications, standards and codesshall form a part of this specification.

Codes and Standards

British Standards (BS)

BS 812 Testing Aggregates

BS 3177 Method for Determining the Permeability to Water Vapour ofFlexible Sheet Material used for Packaging

BS EN 13043 Aggregates for bituminous mixtures and surface treatments forroads, airfields and other trafficked areas

American Society of testing and Materials (ASTM)

ASTM C 33 Standard Specification for Concrete Aggregates

ASTM C 109 Standard Test Method for Compressive Strength of HydraulicCement Mortars (Using 2-in. or [50-mm] Cube Specimens)

ASTM C 157

ASTM D 422

Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete

Standard Test Method Particle-Size of Soils


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ASTM D 558 Standard Test Method for Moisture-Density(Unit Weight)Relation of Soil-Cement Mixtures

ASTM D 638 Standard Test Method for Tensile Properties of Plastics

ASTM D 692 Standard Specification for Coarse Aggregate for BituminousPaving Mixtures

ASTM D 1073 Standard Specification for Fine Aggregate for BituminousPaving Mixtures

ASTM D 1196 Standard Test method for Non -repetitive Static Plate load Testof Soil and flexible pavements components, for use in evaluationand design of Airport and Highway Pavements.

ASTM D 1241 Standard Specification for Materials for Soil Aggregate Sub-base, Base, and Surface Courses

ASTM D 1556 Standard Test Method for density and Unit Weight of Soil inPlace by the Sand Cone Method

ASTM D 1557 Test Methods for Laboratory Compaction Characteristics of SoilUsing Modified Effort

ASTM D 1883 Standard Test method for CBR (California Bearing Ratio) oflaboratory-Compacted Soils.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil inPlace by the Rubber Balloon Method

ASTM D 2940 Standard Specification for Graded Aggregate Material for Basesor Sub Bases for Highways or Airports

ASTM D 3381 Standard Specification for Viscosity-Graded Asphalt Cement forUse in Pavement Construction

ASTM D 3776 Standard Test Method for Mass Per Unit Area (Weight) of Fabric

ASTM D 3786 Standard Test Method for Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method

ASTM D 4253 Standard Test Methods for Maximum Index Density and UnitWeight of Soils Using a Vibratory Table

ASTM D 4318 Standard Test Method For Liquid Limit, Plastic Limit, andPlasticity Index of Soils


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ASTM D 4491 Standard Test Methods for Water Permeability of Geo-textilesPermittivity

ASTM D 4632 Standard Test for Grab Breaking Load and elongation of Geo-textiles

ASTM D 6938 Standard Test Method for In-Place Density and Water Contentof Soil and Soil - Aggregate by Nuclear Methods (ShallowDepth)

AASHTO Specifications

AASHTO T 134 Standard Method of Test for Moisture-Density Relations of Soil-Cement mixtures

AASHTO T 191 Standard Method of Test for density of Soil In-Place by the Sand-Cone Method

AASHTO M 288 Standard Specification for Geo-textile Specification for HighwayApplications

PROJECT/COMPANY Specifications

AD159-S00000-C-RPT-03270 Basis of Design for Early Civil Works

AD159-S00000-C-SPC-03005 Specification for Excavation & Backfill

AD159-S00000-C-SPC-03007 Specification for Roadways and Paving

AD159-S00000-C-SPC-03009 Specification for Concrete Construction

PROJECT Drawings

AD159-S00000-C-UUD-33670 DRILL PAD GENERAL LAYOUT

AD159-S00000-C-GDD-33671 DRILL PAD DRAINAGE LAYOUT

AD159-S00000-C-FGP-33672 DRILL PAD SLAB LAYOUT

AD159-S00000-C-SPD-33674DETIALS OF DRILL PAD SOILIMPROVEMENT

AD159-S00000-C-CSD-33675 FORMWORK DETAILS OF WELL CELLAR

AD159-S00000-C-CSD-33677TYP FORMWORK DET OF DRILL PADTRENCHES


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AD159-S00000-C-FGP-33679 DRILL PAD SLAB DETAILS

4. GEOTECHNICAL INVESTIGATION REPORT

The design assumptions considered for island backfill shall be verified for therecommendations contained in the PROJECT specific Geotechnical Investigationreports, when made available by COMPANY.

5. GENERAL DESIGN CRITERIA

5.1 DRILL PAD FINISH

Gatch compacted to 98% MDD with designed CBR 100% in general and concretepad for rig movement areas in accordance with section 5.4 below.

5.2 BASE COURSE

Gatch compacted to 95% MDD with designed CBR 80%. The thickness is 1800 mmin general areas and 950 mm below concrete pavement.

5.3 SUB GRADE

The sub-grade is the finished island surface as handed over by the Islandconstruction contractor. The top 900 mm of the island fill will be compacted to 95%Maximum Index Density determined according to ASTM 4253-00:2006.

5.4 PORTLAND CEMENT CONCRETE PAVING

The cement concrete paving having a thickness of 1050 mm are laid over a sub-grade area where the rig movement is defined. Concrete shall be in accordance withProject Specification AD159-S00000-C-SPC-03009.

6. MATERIALS

All materials and equipment used for the work shall comply with the Projectspecifications and have COMPANY approval. The CONTRACTOR shall supply allcertificates of origin and qualification documents when applying for approval.


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6.1 DRILL PAD MATERIALS

6.1.1 Base Course

The top 1800 mm of the Gatch material above the island fill, other than rig movementarea and 950 mm for rig movement defined area will be compacted to in-situ drydensity not less than 95% of the maximum dry density or other COMPANY approvedequal with Gatch material by the Island construction contractor. The base course willbe separated from Sub grade by a geo grid layer.

The base course material shall be of such nature that it can be compacted readilyunder watering and rolling to the required level of compaction. Any deviation from theabove requirement shall be approved by the COMPANY.

As an alternate option if required and approved by COMPANY, gravel with sand orsoil cement etc. can also be used as base course provided it is demonstrated that itmeets the strength requirements to withstand the rig loads.

Gatch, shall be borrowed from areas predominantly consisting of cemented particles(wide range of soft rock characteristics, silty sand, sandy silt and clayey sand). Thecombined content of gypsum and soluble salts shall be not more than 8%. Themaximum content of gypsum shall be limited to 5% and of salts shall be limited to3%. The particle composition when delivered at work site shall meet the followingrequirements:

Sieve Size Percentage Passing

3 in (75 mm) 1001 / 2 in (38.1 mm) 85 to 1003 / 8 in (9.52 mm) 40 to 90No. 4 (4.76 mm) 25 to 85No. 40 (0.425 mm) 30 to 50No. 200 ( 0.075 mm) 10 to 30Liquid Limit (BS 1377, Test 2) Not greater than 40%Plasticity Index (BS 1377, Test 2) Not greater than 10%Max. dry density Not less than 1.6 g/cm3.4 day soaked CBR at 95% MDD Not less than 30%Max. Acid Soluble Chloride Content 10000 ppmMax. Soluble Sulfate Content 2.5 g/literMax. Carbonate Content 50% by weight

6.1.2 Geo grids

Where shown on the construction drawings above sub grade, geo grids shall confirmto non-woven polyester textiles of AASHTO M288 – Class 1 to provide the separationand stabilization functions.


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Installation shall be in accordance with the MANUFACTURER’s instructions.

6.1.3 Finish Course

GATCH material - Non rig movement area

The finish course shall consist of GATCH designed for 100% CBR and compacted to98% MDD and conforming to above specification.

Precast concrete Pavement-Rig movement area

Concrete pavement shall be with concrete having minimum cube strength 40 N/mm2.Steel wire mesh reinforcement A393 conforming to BS 4483 shall be provided assurface reinforcement at top. Dowels are mild steel (yield stress 250 N/mm2) to BS4449.

Adjacent precast panels are connected by galvanized plain mild steel dowel bars andgrouted by cement grout with 7 day compressive strength of minimum 48 N/mm2.Shrinkage when tested in accordance with ASTM C157, the dry shrinkage shall beless 0.04% at 28 days.

The bedding mortar shall be a mixture of Portland cement, water and fluidifyingadmixture. It shall have minimum compressive strength of 5 N/mm2 in 24 hours whentested in accordance with ASTM C109. Shrinkage shall be as specified for grout fordowels.

Bond breaker applied to male precast panel unit vertical face and dowel shall be oilor paraffin based material.

7. CONSTRUCTION

7.1 SUB-GRADE

The sub-grade is expected to be received at the design level (+ 3.5 MSL) and withoutany loose soil pockets from the Island construction contractor.

However any soft soils in the sub-grade shall be replaced with at least 300mm thickof approved structural fill material or base material. Should sub-grade be raised, thefill shall be carried out in horizontal layers not more than 200 mm thick aftercompaction in accordance with Earthworks specification, and approved byCOMPANY. The surface of each layer of sub-grade shall be scarified beforespreading a new layer.


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The entire sub-grade area and new fill layers if any shall be compacted or re-compacted at least 95% of maximum dry density as tested in accordance with ASTMD1557. The compaction of 95% shall be achieved at least on a sub-grade depth of250 mm from the top level of the sub-grade. The value of 95% shall be obtained on98% of the laboratory test results.

Water, spread by sprinkler, shall be used for increasing the moisture in the soil whennecessary. The sprinkling arrangement shall be submitted by CONTRACTOR andapproved by COMPANY.

7.2 BASE COURSE

The base material shall be delivered to the drill pad bed as uniform mixtures andeach layer shall be spread in one operation.

The CONTRACTOR shall and spread the base course in loose lifts of 150mm thick.The CONTRACTOR shall moisture conditioned each layer to ±2% of optimum andcompact to a dry density of not less than 95 percent of maximum dry density asdetermined by ASTM D1557.

The CONTRACTOR shall roll the material with a self-propelled, three-wheel rollerweighing not less than 10 MT, or with approved vibratory equipment. Begin the rollingat the edges of the layers. On the final layer, the outside wheel of the roller shallcover equal parts of the material and the shoulder. The roller shall run forward andbackward along the edge and the coarse material are bound together firmly. Whenthe sides have been rolled, the rolling shall progress gradually towards the centre,parallel with the centreline of the covering thoroughly the entire surface with the rearwheel. Continue rolling until the required density is achieved and the entire surface iswell keyed and does not creep or wave ahead of the roller.

The CONTRACTOR shall compact inaccessible area such as edges close along wellcellar edges with smaller mechanical equipment or hand tampers. If the mixture isexcessively moistened by rain, aerate it by means of blade graders, or otherapproved equipment, until the moisture content of the mixture is satisfactory. Finishthe surface of the layer by blading or rolling with a smooth roller or a combinationthereof. The completed surface shall be firm, even and true to line and grade.

The completed surface shall not deviate more than 12.5 mm from the specifiedcross-section at any point and not more than 17 mm in 32.8 meter from the specifiedlongitudinal grade at any location. Correct deviation by loosening, adding, orremoving material, reshaping, watering, and compacting. The smoothnessrequirements specified above apply only to the top layer.

The average thickness of the Base Course, determined by computing the average ofthe depth measurement, shall not under run the specified thickness by more than 6mm.


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The CONTRACTOR shall take depth measurements at one per 400 m2 by makingtest holes, at least 75mm diameter, through the base course. Where the base courseis deficient in thickness the CONTRACTOR shall add material, re-blade and re-compact to 95% of maximum dry density as determined by ASTM D 1557.

Following the completion of the base course, the CONTRACTOR shall perform allmaintenance work necessary to keep the base course in a condition satisfactory forreceiving the surface course finish.

7.3 SURFACE COURSE

GATCH material - Non rig movement area

The mix percentage will be based on compaction trials to achieve 98% of themaximum dry density. The surface course shall be laid to slope as indicated in theconstruction drawings with finished thickness 200 mm. Construction, testing anddeviation criteria shall be same as that of base course.

Precast Concrete Pavement-Rig movement area

The pavement is divided into individual slabs separated by contraction joints usingdowel bars and tie bars. Constant thickness pre-cast slabs that are fabricated tolength, width and thickness (As indicated in construction drawing) and to a toleranceof +/- 3 mm. The base course shall be fully-compacted and precisely graded to asimilar tolerance, to provide near complete sub-base support for the pre-cast slabs.Interlocking dowels, tie bars and matching slots cast into the bottom of adjacent slabsshall be provided for each slab. Standard load transfer dowels are cast at one end ofeach slab at locations that match the location of dovetail-shaped slots cast in thebottom of each adjacent slab.

Suitable provision for installing non-shrink structural grout from the top of the slabsinto the slots below shall be provided in consultation with grouting manufacturer. Twogrout ports are cast in the top of each slot to make it accessible for grouting after theslab has been placed. Grout is pumped into one port until it exudes from the other,completing the structural load transfer connection from slab to slab. Fully groutedslabs are essentially the equivalent of cast in place pavement slabs and perform inthe same way. The voids under the slabs shall be filled by means of a bedding groutdistribution system cast into the bottom of each slab. The bedding grout distributionsystem, comprises a series of half-round channels cast in the bottom of the slab thatextend across the slab to distribute bedding grout to the entire slab contact area.Black foam gaskets are glued to the bottom edges (and in between half roundchannels) of each slab to create discrete, sealed grout chambers.

Concrete pavement slabs are reinforced for handling and shipment to the job site andto resist the temperature and shrinkage stresses to which they will be subjectedduring curing and storage at the pre-cast facility by welded wire fabric. The concretefor paving shall be in accordance with ADMA Specification AD159-S00000-C-SPC-03007.


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8. ACCEPTANCE TESTS AND TOLERANCES

CONTRACTOR is responsible for performing all testing and tolerance checks. Testsshall be carried out by the CONTRACTOR and witnessed by COMPANY. Resultsshall be reported on approved formats. The sampling locations shall be subject toCOMPANY approval.

For failed tests, the CONTRACTOR shall, at his own expense, carryout the correctiveaction on the permanent works, with all relevant re-testing.

8.1 TESTING AND INSPECTION OF SUBGRADE

The min CBR values of 10% and compaction level requirement of in-situ dry densitynot less than 95% maximum dry density are expected to be achieved by the Islandconstruction contractor.

Field tests for determination of maximum dry density by nuclear methods and CBR,shall be at a rate of:

1 sample per 300 m2 of already compacted soil. At COMPANY request, sometests shall be carried out at 200 mm depth in order to check compaction ofdeeper layer.

1 sample per 100 m2 per layer for new filled areas.

Test holes shall be backfilled and carefully compacted.

CONTRACTOR to notify COMPANY in writing for reviewing the design implicationsin soil improvement in case of not meeting the minimum value of CBR and MDD

For filled area the finish level tolerances shall be ± 20 mm maximum off the designfinish level. The maximum tolerances allowed shall be limited to not more than 20%of the total check spots.

Checking of water content shall be carried out at COMPANY request.

8.2 TESTING AND INSPECTION OF BASE COURSE

For each source, the following tests shall be conducted:

Gradation

Atterberg limits

Sand equivalent

Proctor tests


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The number of tests to be carried out on borrow pits shall be subject to COMPANYapproval.

Field tests shall be conducted for determination of maximum dry density by nuclearmethods and CBR, at a rate of 1 test every 2500 m2 per layer of drill pad base.

For each layer, except for top layer, level tolerances of flatness shall be ± 40 mm.

For the top layer, tolerances shall be ±20 mm maximum off the finish level.

The maximum tolerances allowed shall be limited to not more than 20% of the totalinspection locations.

Testing water content shall be on COMPANY request.

8.3 TESTING AND INSPECTION OF SURFACE COURSE

For each source, the following shall be tested:

Gradation

Proctor tests

The number of tests to be carried out on borrow pits shall be subject to COMPANYapproval.

Field tests shall be conducted for determination of maximum dry density by nuclearmethods and CBR, at the rate of 1 test every 1000 m2 of surface course.

8.4 TESTING OF CONCRETE SURFACE COURSE

Concrete pavement course shall be tested in accordance with Specification AD159-S00000-C-SPC-03009.

8.5 SURFACE TOLERANCES OF DRILL PAD

The surface course shall be tested by a crown template and by 1-meter and 3-meterstraight edges applied at right angles and parallel, respectively. The variation of thesurface from the testing edge of the crown template between any two points ofcontact shall not exceed 9 mm. The variation of the surface from the testing edges ofthe straight edges between any two points of contact shall not exceed 5 mm for the 3–meter straightedge or 3 mm for the 1 –meter straightedge, as approved by theCOMPANY.


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9. PROTECTION OF PROPERTY AND PERSONNEL

CONTRACTOR shall protect all active utility lines (if any) shown on the drawings orencountered during the excavation. If damaged, CONTRACTOR shall repair orreplace these lines. If existing utilities are found to interfere with his work,CONTRACTOR shall notify COMPANY and secure written instructions for furtheraction. Care shall be taken to avoid any damage to the well cellars and trenchesduring construction of the drill pad.

CONTRACTOR shall barricade open holes and depressions occurring as part of thiswork, and post warning lights on property adjacent to or with public access. He shalloperate warning lights during hours from dusk to dawn each day and as otherwiserequired for safety.

CONTRACTOR shall protect structures, utilities and other facilities from damagecaused by settlement, lateral movement, washout, and other hazards created by hisoperations.

CONTRACTOR shall plan and execute all aspects of the site work such that thesafety of personnel, the work and adjacent property is guaranteed and such that aminimum of inconvenience is caused.

10. DUST CONTROL

The amount of dust resulting from site preparation and earthworks shall be controlledto prevent the spread of dust to the facilities in plant site and to avoid creation of anuisance in the surrounding areas. Use of water will not be permitted when it willresult in, or create, hazardous or objectionable conditions.

11. CLEAN UP

Upon completion, the PROJECT site shall be made clear of debris and surplusmaterial. All debris and surplus material shall be disposed off plant limits in a mannermeeting all local authority / COMPANY requirements.

drill pad constuction

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