KUWAIT OIL COMPANY (KDSDCm)

KOC STANDARD FOR

GEOTECHNICAL INVESTIGATION ( ONSHORE )

DOC. NO. KOC-GO03 (FORMER1 Y 0 15-SH- 1005)

1SSUING AUTHORIN:

STANDARDS DIVISION

DOC.NO. KOC-GOO3 I Page 2 of 36 I REV. 1 1

KOC STANDARD

FOR

GEOTECHNICAL INVESTIGATION ( ONSHORE )

DOC. NO. KOC-C-003

TABLE OF CONTENTS

PAGE NO.

SCOPE

GENERAL 1 APPLICATION

TERMINOLOGY

REFERENCE CODES AND STANDARDS

ENVIRONMENTAL CONDITION

HEALTH, SAFETY AND ENVIRONMENT

BASIC ENGINEERING INFORMATION

EXPLORATION PROGRAM

FIELD INVESTIGATIONS

LABORATORY TESTING

HANDLING, LABELLING AND STORAGE

QUALITY ASSURANCE

DOCUMENTATION

APPENDIX -- 1

FORMAT OF DAILY EXPLORATION REPORT

SCOPE

This Standard describes the minimum requirements of an onshore geotech- nical investigation for specific project(s) related to the new and existing KOC facilities in Kuwait.

This Standard is intended for general application to geotechnical investigation work in conjunction with the project scope in order to ensure the qualitative ground investigation.

The objective of this Standard is to obtain the reliable technical data and to identify the characteristics of the underlying soil and ground water conditions with an aim to produce m economic and safe design as well as to meet tender and construction requirements.

GENERAL / APPLICATION

The geotechnical investigation shall cover a well defined site or a particular area of site on which the major part of the facitties is intended to be constructed.

The geotechnical report pertaining to any particular site shall be only applicable to the other sites which are in the neighbourhood of the previous site and either located not more than 150 meters away from the general area of investigation or where the topography and ground conditions appear to have similar features as the previous site. Neither the investigation report shall be more than 10 years old nor the overlying ground soil shows any hydrocarbon contamination or recent landfills.

Any exception or deviations from this Standard, along with their merits and justification, shall be brought to the attention of KOC's Controlling Department, for their review, consideration and amendment by Standards Division ( if required 1.

TERMINOLOGY

Definitions

Contractor

Person or persons, firm or company, approved by KOC, who are specialised in undertaking all works related to geotechnical investigation.

Soil

Any natural or arficial material not dassified herein as top soil or hard stratum.

Cohesive soil

The type of soil which because of tts fine grained content will form a coherent mass at suitable moisture content e.g. silt , clay.

Cohesionless soil

The type of granular soil consisting of particles which can be Mentified individually by the naked eye or with the aid of a hand lens e.g. gravel, sand.

Hard stratum and Obstruction

shall mean natural or artificial material including rock, which can not be penetrated except by the use of chiselling techniques, rotary drilling, blasting, or powered breaking tools.

the above term shall apply during boring, where it is shown that condition ( a ) and either condition ( b ) or condition ( c ) below are fulfilled, provided that the boring rig involved is in good working order and is fully manned.

under conditon (a), using 150 or 200 mm diameter boring equipment, boring can not proceed at a rate greater than 0.5 metre per hour through the hard stratum 1 obstruction being penetrated.

under condition ( b ), 100 mm diameter undisturbed sample tubes can not be driven more than 300 mm.

under condition ( c ), a Standard Penetration Resistance Test shows a resistance in excess of 35 blows 1 75 mm.

Any deposits or construction which have been manmade as distinct from geological agencies.

Boring

shall mean wash boring , percussion boring and auger boring.

Drilling

shall mean rotary drilling techniques.

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Borehole

An exploratory hole putdown by boring or drilling techniques.

Standard Penetration Test ( SPT )

The in-situ test by a spri barrel sampler ( 50 mm OD, 35 mm ID ) which is driven into the base of a borehole to a total depth of 450 mm by 63.5 kg weight falling through 760 mm height. Standard penetration test gives the N-values which signifies the natural compactness of the soil.

N-value

At a particular depth of soil, it is the total number of blows required to effect the last 300 mm penetration of a split barrel sampler in the Standard penetration test ( SPT ).

California Bearing Ratio ( CBR )

The in-situ test or laboratory test which expresses the ratio ( as a percentage % ) of the force required to muse a circular piston of standard cross- sectional area ( 9935 sq. mm ) to penetrate the so l from surface at a constant rate of 1 mm / min., to the force required for similar penetration into a standard sample of crushed rock . The ratio is determined at penetra- tions of 2.5 mm and 5.0 mm.

Abbreviations

KOC Kuwait Oil Company (K.S.C)

HSE Heahh , Safety and Enviornment

OD Outside Diameter

ID Inside Diameter

UDS Undisturbed Samples

DS Disturbed Samples

SPT Standard Penetration Test

CPT Cone Penetration Test

DPH Dynamic Probing Heavy

REFERENCE CODES AND STANDARDS

- In the event of conflict between this Standard and the standardslcodes referenced herein, the most stringent requirement shall apply, unless otherwise specified.

List of Standards and Codes

The latest ediiion of the following standards, codes and specifications shall apply:

International Standards and Codes

BS 812 Methods of Testing Aggregates

BS 1377 Methods of Test for Soils for Civil Engineering Purposes

- Part 1 General Requirements and Sample Preparation

- Part 2 Classification Tests

- Part 3 Chemical and Electro-chemical Tests

- Part 4 Compaction Related Tests

- Part 5 Compressibiliy, Permeability and Durability Tests

- Part 6 Consolidation and Permeability Tests in Hydraulic Cells and with Pore Pressure Measurement

- Part 7 Shear Strength Tests ( Totd Stress )

- Part 9 In-situ tests

BS 5930 Code of Practice for Site Investigations

BS CP1021 Code of Practice for Cathodic Protection .

ASTM D 420 Guide for Investigating and Sampling Soil and Rock

ASTM D 422 Method for Partide-She Analysis of Soils

ASTM D 427 Test Method for Shrinkage Factors of Soils

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ASTM D 854

ASTM D 1196

ASTM D 1452

ASTM D 1557

ASTM D 1586

ASTM D 1883

ASTM D 2166

ASTM D 2216

ASTM D 2434

ASTM D 2435

ASTM D 2487

ASTM D 2573

ASTM D 2850

ASTM D 3080

ASTM D 3441

Test Method for Specific Gravity of Soils

Test Method for Non-repetitive Static Plate Load Tests of Soils

Practice for Soil Investigation and Sampling by Auger Borings

Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort

Method for Penetration Test and Splii- Barrel Sampling of Soils

Test Method for CBR ( California Bearing Ratio ) of Laboratory - Compacted Soils

Test Method Of Unconfined Compressive Strength of Cohesive Soil

Test Method for Laboratory Determination of Moisture Content of Soil and Rock

Test Method for Permeability of Granular Soils (Constant Head)

Test Method for One-Dimensional Consolidation Properties of Soils

Test Method for Classification of Soils for Engineering Purposes

Test Method for Fisld Vane Shear Test in Cohesive Soil

Test Method for Unconsolidated Undrained Compressive Strangth of Cohesive Soils In Triaxial Compression

Method for Direct Shear Test of Soils Under Consolidated Drained Conditions

Method for Deep, Quasi-Static, Cone and Friction-Cone Penetration Tests of Soil

KOC StandardslCodes

KOC Standard for Basic Design Data

ASTM D 3999

ASTM D 4015

ASTM D 4254

ASTM D 4318

ASTM D 44281 D 4428M

ASTM D 4429

ASTM D 4914

ASTM D 4972

ASTM D 5030

ASTM D 5334

ASTM G 51

ASTM 057

Test Method for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus

Test Methods for Modulus and Damping of Soils by the Resonant-Column Method

Test Methods for Minimum lndex Density and Unit Weight of Soils and Calculation of Relative Density

Test Method for LquM Limit, Plastic Limit and Plasticity lndex of Soils

Test Method for Crosshole Seismic Testing

Test Method for California Bearing Ratio (CBR) of Soils In Place

Test Methods for Density of Soil and Rock in Place by the Sand Replacement Method in a Test Pi

Test Method for pH of Soils

Test Method for Density of Soil and Rock in Place by the Water Replacement Method in a Test Pi

Test Method for Determination of Thermal Conductivity of Soil and Soft Rock by Thermal Needle Probe Procedure

Test Method for pH of Soil for Use in Corrosion Testing

Method for FiiM Measurement of Soil Resistivity Using the Wenner Four - Electrode Method

ENVIRONMENTAL CONDITION

The environment of Kuwait, is severe on all equipment and structures and must be considered carefully before deployment of plant and equipment. It must be assumed that, unless otherwise specified, equipment and samples shall be protected from sand and fine particle dust storms, salt laden winds, corrosive chemical contaminants and extreme temperatures.

KOC Standard for Basic Design Data, KOC-G-007, provides the detailed design information regarding the environmental, site, and utility supply conditions prevailing throughout the KOC facilities.

HEALTH, SAFETY AND ENVIRONMENT

The contractor shall employ all necessary health & safety procedures to protect personnel and surrounding environment during the investigation, sampling and other field work procedures.

All relevant safety requirements of the KOC Fire 81 Safety Regulations and the KOC's HSE policy shall be adhered strictly to all works performed within KOC operation areas.

BASIC ENGINEERING INFORMATION

Broadly, the general construction in KOC comprises but shall not be limited to the following only :-

Storage tanks on ring beam foundations or on compacted soil pad foundations depending on tank diameters and underlying soil conditions.

Compressors and pumps on foundations under shelters ( made of structural steel framework ) with moderate to heavy cranes.

Separator and Desatter Vessels on skids and or foundations.

Elevated and grade pipeways and pipe supports.

Water treatment area with concrete pit.

Main Control Building ( Two storied, made of reinforced concrete 1 masonry ).

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Elevated Substation Building ( made of reinforced concrete I masonry 1.

Utilities and Maintenance Buildings.

Flowline manifokis and shelters.

Roads and paved areas.

Elevated Flares.

Waste water and separator pits.

Pipeline Anchors.

Valve pits and valve supports.

Access platforms.

Pig launcher I receiver.

Burn I Drain pits.

Workshop & Store.

Office complex.

Hospital complex.

Amenity centres.

EXPLORATION PROGRAM

8.1 General

The scope of geotechnical investigation shall be planned on the basis of nature and size of the project, location and the availability or the lack of any geotechnical information about the area. It is an essential snd primary requirement for any new area and for any important project. The investigation may, therefore, vary from a few trial pits to a number of exploratory boreholes and field soundings spread over the area(s).

Location & Spacing

Depending on the type of structures ( buildings I elevated / foundation I storage ) and equipment ( heavy I tall I vibratory ) at the she, the points of exploration e.g. number of boreholes, soundings, pits etc. shall be so planned as to get the reliable indication of the general character ( geological & geotechnical ) of the ground.

In some cases, boreholes may be iocated at positions of important structures to obtain more detailed information regarding engineering properties ( compressibility, shear strength, consolidation, dynamic modulus, electrical resistivity etc.) of underlying soil and ground water conditions.

However, in absence of any laid-down rule a close spacing of approximately 25 m to 30 m shall be considered between boreholes for structures and a spacing of 100 m in a large site as a guideline.

Method & Depth

The methodology and depth of exploration shall be decided on the basis of any available geotechnical information (weak I hard strata, sandy I clayey soil I rock etc) of the area, neighbourhood site and anticipated type of foundations ( piles I raft / spread ). Generally, exploration shall be deep enough to reveal series of underlying soil layers comprising materials ( sand I clay / rock ) of varying properties ( consistency, compactness, shear strength, compressibility etc.).

Normally, the exploration shall be done by either wash boring or percussion boring ( shell & auger ) for an average depth of 10 m to 20 m for non-piled foundations and 30 m to 40 m for pile foundations. Where rock is encountered at shallow depth, exploration shall be continued at least for 3.0 m by rotary drilling ( with or without core recovery ) to ascertain the soundness of the stratum.

For pipelines ( buried I ongrade 1, exploration by trial pits shall be considered adequate to determine presence of any weak and compressible soil strata at shallow depth. The depth of tdal pits shall be atleast 1.0 m to 2.0 m below the invert level of the buried pipeline or below the anticipated foundation level for the ongrade pipelines.

Large diameter pipelines ( > 24" 0 ), specially those in ground of low bearing capacity, require special consideration.

8.4 Execution

- The geotechnical investigation shall be entrusted to an approved specialist contractor in this field with full time engagement of a team of qualified engineer(s1, supervisors, drillers as well as skilled laboratory supervisors who have the adequate experience in the complete soil exploration work.

FIELD INVESTlGATlONS

The field investigations pertaining to any soil exploration work shall have the following requirements as a minimum :-

a) Boreholes

b) Trial pits & trenches

C ) Sampling

d) In-situ testing

e) Groundwater monitoring

Boreholes

General

a) Boreholes shall be made to the diameter and the scheduled depth by the method of exploration as specified in the Contract with the collection of samples ( UDS & DS ) and carry-out of in-situ testing. Instrumentation for groundwater monitoring shall be as per Clause 9.5 of this Standard.

b) Normally, one of the following methods of exploration shall be employed for the advancement of a borehole as per BS 5930 :-

i. Auger Boring ( Hand & Mechanical ).

ti. Wash Boring.

iii. Percussion Boring.

iv. Rotary Drilling.

C) Water shall not be used to assist the advance of the borehole except in the case of dry granular soils ( sand, coarse silt ) or where approved by

DOC.NO. KOC-

the Engineer. Where the borehole penetrates below the ground water table and disturbance of soils is likely, a positive hydraulic head shall be maintained in the borehole.

Auger Boring

a) Hand Augers

The method of hand auger boring uses light hand-operated auger and drill rod without any tripod and casing tube. The method can be used in suitable self-supporting strata without hard obstructions or gravel sized to boulder sized particles for boreholes upto 200 mm dia. to a depth of 5 m.

b) Mechanical Augers

i. This method of boring uses normally a continous flight auger with hollow stem or solid, with hollow stem type generally preferred as penetration testing or t u b sampling shall be carried out through the hollow stem.

ii. A cutting head is attached to an auger flight and with or without a head plug depending on the soil and the hole is advanced. At the desired depth the plug is removed ( if used ) and a penetration test performed and or a tube sample recovered. If a plug is not used, soil cuttings that have accumulated at the bottom have to be removed. Auger flights are added as required and the hole is advanced to the depth specified for the exploration.

iii. This method is applicable in all type of soils producing boreholes of 150 to 250 rnm diameter to a depth of 30 m to 50 m, althougth in saturated sand, the sand tends to 8ow in the Lead sections of the auger, requiring a washdown prior to sampling.

Wash Boring

a) This is one of the more common methods of advancing borehole into the soils such as sands, silts and clays and Is normally carried out using 65 mm borehole tools and casing. The drill rig consists of a simple winch and tripod.

b) A borehole shall be started by driving casing to a depth of 2.0 m to 3.5 m. Casing is simply a pipe which supports the borehole from the collapse. The casing shall be cleaned out by means of a chisel bit fastened to the

DOC.NO. KOC-C-003 I Page 15 of 3 6 I REV. 1

lower end of the drill rod. Water pumped through the drill rod rises between the casing and drill rod carrying suspended soil particles and overflows at the top of the casing through a T- connection into a container, from which the effluent is recirculated back through the drill rod. The hole is advanced by raising, rotating and dropping the bit into the soil at the bottom of the hole. Drill rods and if necessary, casings are added with the advancement of borehole depth. Sometimes, drilling mud is used to prevent the caving in of the borehole sides.

C) The character and consistency of soils are determined by SPT at the top of each stratum and at specified intervals of depth in accordance with para 9.3.5 of this Standard.

d) This method is quite rapid for advancing boreholes in all but the very hard soil strata.

9. 'I .4 Percussion Boring ( Shell & Auger )

a) General

This method uses a mobile rig specially designed for exploration work with a winch of 1.0 ton to 2.0 ton capacity driven by a diesel engine and a derrick of about 6.0 m in height. It can be used in widely varying soil types by the use of suitable tools. The tools are operated at the bottom of solid drill rods. The principal tools are as follows :-

i.

ii .

iii .

The shell or bailer

This is an open ended cylinder with a cutting edge and flap valve at the bottom end. It is used for advancing the hole in sands and gravels, by alternately lifting and dropping it at the bottom of the hole. It is also used to remove slurry from the borehole.

The auger

This is commonly used for advancing the borehole in cohesive soils, and for cleaning the bottom of the hole before sampling. It is generally turned by hand.

The chisel

A variety of pattems are available for breaking up hard materials, the chippings being brought to the surface in the shell.

iv. The clay cutter

This is similar to the shell but without the flap valve and is used in the same manner. It is sometimes faster than the auger in clay soils but causes much disturbance at the bottom of the hole.

b) In a borehole where a hard stratum or obstruction is encountered, Chisell- ling technique shall be employed for a period of upto one hour. Should this not penetrate through the hard stratum or obstruction, rotary drilling method shall be employed for coring the hard stratum or rock until the stratum is proved for a sufficient depth. In case, the hard stratum be found a thin layer and further boring be required, it shall be broken out sufficiently to enable boring, in-situ testing and sampling to proceed.

C ) The sizes of borehole casings and tools are generally 150 mm, 200 mm, 250 mm and 300 mm giving a maximum borehole depth of about 60 m in suitable strata.

9.1.5 Rotary Drilling

a) General

The method of rotary drilling shall be used for advancement of a hole in rock or hard stratum with or without core recovery. The drilling fluid which is pumped down to the rotating drill bit, through hollow drill rods, lubricates the bit and flushes the drill debris up the borehole. The drilling fluid shall normally be clean water, air or air mist.

However, with the consent of KOC, drilling muds usually a water solution of a thixotropic clay such as bentonite ; water with additives such as sodium chloride ; foams ; and polymer mixtures may also be used as flushing media.

b) Rotary drilling with core recovery

i. Types of equipment

Rotary core drilling shall be carried out by a double or triple tube coring system incorporating a removable inner liner. The tdple tube system may be effected by use of a double tube barrel with an approved semi-rigid liner.

Core barrels shall be held horizontally while the innermost liner containing the core be removed without vibration. The top and bottom of the liner shall be marked in indelible ink immediately after removal and the ends shall be capped and sealed with adhesive tape . Lmers shall be cut to the length of the endosed core.

Each section of liner shall be marked with the Contract title, exploratory borehole reference number, date and the depths of the top and bottom of the drill run.

Cores shall be protected to ensure that their temperature does not fall below 2 O C and rise above 45 O C . They shall also be protected from direct heat and sunlight.

Cores shall be prepared for examination by the removal of sealing materials and spliiing of liners in such a way as not to damage the cores. Plastic liners shall be cut lengthwise such that atleast half the core circumference is exposed.

ii. Core recovery

Rotary core drilling shall produce cores of not less than the required diameter throughout the core length and 100 % core recovery in any single run should normally be obtained. Core recovery less than 90 % in' any drill will not normally be acceptable unless KOC is satified that more than 90 % recovery is impracticable under the prevailing conditions. If in the opinion of KOC more than 90 % recovery can be achieved, the Contractor, after consultation with the KOC Engineer, shall take measures to improve the core recovery.

iii. Drill runs

The first drill run in each hole shall not exceed 1.0 m in length. Subsequent drill runs shall not normally exceed 3.0 m in length and the core barrel shall be removed from the drill hole as often as is required to obtain the best possible core recovery. The in-sftu testing may be carried out between drill run.

iv. Precautions

All operations in recovering the cores from the borehole after completion of drilling shall be executed in a manner so as to minimise disturbance to the cores.

C) Rotary drilling without core recovery

Rotary open hole ( full hole ) or rotary percussive drilling may be used to advance hole of specified diameter in weak rock. In this method, the drill bi cuts all the materials within the diameter of the borehole.

Backfill

All boreholes, after completion of work shall be backfilled with the arisings (soil cuttings) in such a way as to minimise subsequent depression at the ground surface due to settlement of the backfill. In some circumstances, special infilling with cement / bentonite grout unless otherwise instructed may be required.

P i s & Trenches

General

a) P is and trenches shall usually be made at shallow depths in the existing plant to locate the utility services below ground, to inspect the top soil layers for lightly loaded foundations ( new / old ) or to ascertain the depth of soil from any contaminants like hydrocarbon etc. For new area(s1 pits at shallow or deeper depths shall be made to ascertain the suitability of site(s1 from landfills, contaminated soils, ground water level prior to any detailed site investigation.

b) Generally, pits and trenches are of following type :-

i. Shallow trial pits and trenches.

ii. Observation pits and trenches.

iii. Inspection pits.

C) Unless otherwise mentioned in the Contract, the general dimensions of pits and trenches shall be followed as below :-

i. Trial pits and observation pits shall have a minimum base area of 1.5 sq. metre.

ii. Trenches shall be 1 .O m wide.

9.2.2 Types

Shallow trial pits & trenches

Shallow trial pits and trenches shall be excavated by hand to a maximum depth of 1.5 m to enable visual examination and sampling from outside the pit or trench. Trial pits or trenches deeper than 1.5 m shall not be entered by personnel without observing safety rules against side collapse, bottom heaving etc.

Observation pits & trenches

Observtion pits and trenches deeper than 1.5 m shall be excavated by hand or by machine to the required depth and shall be adequately supported to enable personnel to enter safely and to permit in-situ examination, soil sampling and testing as required.

Inspection pits

lnspection pits for the location of underground services shall be excavated by hand to a depth of 1.5 m unless otherwise specified elsewhere. Hand-operated power tools may be used to assist excavation wherever necessary. The positions, depths and dimensions of all services encountered shall be measured and recorded in the daily reports.

9.2.3 Precautions

a) Proper precautions shall be considered to prevent sudden collapse of sides for any unsupported pit. Temporary frames of timbers or steel sections shall be installed for pits in weak soils or for pits deeper than 5.0 m in hard soils.

b) All pits and trenches shall be kept free of surface water run-off. Ground- water shall be controlled by pumping from a sump to permit continous work in so far as the rate of inflow of groundwater can be controlled by use of a 50 mm outlet diameter pump and the excavation remains stable.

9.2.4 Backfilling

Backfilling of pits and trenches shall be carried out as soon as possible with the same or similar materials encountered. The backfilling shall be compacted to 90 % of Proctor's dry density at optimum moisture content or in such a

manner to avoid any depression at the ground surface. In paved areas, the reinstatement shall be done as per the original paving.

9.2.5 Protection to pits & trenches

Where pits and trenches are required to be left open for a period, proper fencing shall be provided with all necessary lighting and signing.

9.3 Sampling

9.3.1 General

a) Large number of samples shall be extracted from the soil layers with the advancement of boreholes for visual examination and various laboratory testing to determine the engineering properties of soils and log the soil profile within the scheduled borehole.

b) Depending on the ground conditions ( sand, day or rock ), suitable sampling techniques shall be employed to obtain variety of quality samples in disturbed ( DS 1 and undisturbed ( UDS ) conditions for appropriate laboratory tests.

C) The following Class of sample quality is given in Table I in accordance with BS 5930 :-

ABLE I - Sample Quality - Class 1

Class 2

Class 3

Class 4

Class 5

omation & Consolidation

Open tube , Fiston UDS Classification ; Moisture content ; 81 Sand samplers ( 1 1 m s b Auger , Clay cutter , DS Clasdtication ; Moisture content SPT samplers ( 1 1 ( Dry condition ) Auger, Clay cutter, DS Classification SPT samplers ( 1 1 (Wet condition 1 Wash boring , Shell , DS None ( srqwtnce of strata only 1 Rotary drilling (Wet condition 1

NOTE f 1 I :- Con, samples vary from C k s 2 to Clss 4 4 case of rotary H n g , &pending on the rock structure ,skN of the operators and type of dang equipment.Ssmple qua&' h other type of sds / sandy / tCny / dayey I dso depends on the umplb,r thickness causk~ disturbance to the od~lnal structun,~, sensirivny of sd

and presence of groundwater.

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Disturbed Samples

a) Small disturbed samples weighing not less than 0.5 kg shall be collected from boring tools like auger, clay cutter, shell ; from drilling tools like drill bits ; from wash borings ; and from SPT samplers. They shall be placed immediately h non-corrodible and airtight containers which the samples should fill with the minimum air space.

b) Bulk disturbed samples weighing not less than 10 kg shall be collected from the excavation equipments and shall be representative of the zone from which they have been taken where a sample is not retained in the split barrel of standard penetration test or when the cutting shoe is replaced by a solid cone, a bulk disturbed sample shall be taken from the test zone.

C) Large bulk disturbed samples ( like coarse gravel ) shall weigh not less than 30 kg.

Undisturbed Samples

a) By Open Tube & Piston Samplers

Using the sampling equipment and procedure as described in BS 5930, the samples in undisturbed conditions of class 1 & 2 shall be collected by thin-walled & open tube and piston samplers from the soil layers such as silt and clay including sensitive clay. The diameter shall be 100 mm unless otherwise mentioned in the Contract.

b) By Sand Samplers

The samplers shall be driven by using static thrust into sandy layers below watertable to collect undisturbed tube samples of sand generally in condition of class 2. The diameter of samples shall be 60 mm.

Sampling Proceedure

a) Before an open tube or piston sample is taken, the bottom of the hole shall be carefully cleared of loose materials and where a casing is being used the sample shall be taken below the bottom of the casing. Following a break in the work exceeding one hour, the borehole shall be advanced by 250 mm before open tube or piston sampling is resumed.

Where an attempt to take an open tube or piston sample is unsuccessful, the hole shall be cleaned out for the full depth to which the sampling tube has penetrated and the recovered solid saved as a bulk disturbed sample. A fresh attempt shall then be made from the level of the base of the unsuccessful attempt. In case, this second attempt also prove unsuccessful, the contractor shall find ahernative means of sampling.

The samples shall be sealed immediately to preserve their natural moisture content and in such a manner as to prevent the sealant from entering any voids in the sample.

Groundwater samples shall be taken from each exploratory hole where groundwater is encountered. Where water has been added previously, hole shall be baled out before sampling so that only groundwater is present. The sample volume shall not be less than 0.25 iitre.

Samples of contaminated ground and groundwater by hydrocarbon, (if required), shall be extracted and preserved in strict adherence to KOC Fire & Safety regulations and KOC HSE policy. However, extreme care shall be taken when boring or excavating to investigate hydrocarbon contamination caused by leakages from storage tanks or pipelines. Petroleum vapours are particularly hazardous and flammable between 1 % and 7 % by volume in air. Where hydrocarbon contamination is likely to present, suitable monitoring equipment shall be installed or be available at site as instructed by the KOC Engineer.

9.3.5 Frequency of Sampling

The frequency of sampling and in-situ testing is dependent on the ground conditions. Unless otherwise specifically mentioned in the Contract , the intervals shall be observed as follows :-

a) In boreholes

i. first open tube sample ( generally in clay soils ) or standard penetration test ( SPT ( generally in granular soils ) at 0.5 m depth, the next at 1.0 m depth, thereafter 1.0 m intervals to 5.0 m depth, then at 1.5 m intervals.

ii. small disturbed samples shall be taken from topsoil, at each change in soil type or consistency and midway between successive open tube samples or SPTs.

iii. bulk disturbed samples shall be taken of each soil type.

b) In pits and trenches

i. small disturbed samples shall be taken of the topsoil, at each change in sot type or consistency and between successive bulk disturbed samples.

ii. bulk disturbed samplss shrrll be taken at 1.0 m with atleast one large bulk disturbed samples of each soil type.

C ) Any special sampling, if required, shall be carried out in accordance with BS 5930 under onsite supervision of the Contractor's Geotechnical Engineer and as instructed by the KOC Engineer-in- charge.

Recording

The depths below ground level at which samples are taken shall be recorded in the borehole log. For open tube and piston samples, the depth to the bottom and bottom of the samples, and the length of sample obtained shall be noted. For bulk samples, the limits of the sampled zbne shall be recorded.

Labelling , Protection & Transportation of Samples

Samples shall be labelled, protected, transported and disposed in accordance with Clause 11.0 of this Standard.

In-situ Testing

General

a) All load, displacement or other measuring equipment to be used in the testing shall be properly calibrated In accordance with the manufacturer's instructions. Evidence of calibration and copies of calibration charts shall be supplied to the Engineer prior to commencing work and when other- wise requested.

b) The following information for each test record shall be included in the daily report, preliminary b g and factual report :-

i. date of test

ii. project name, exploratory borehole number & bcation

iii. depth and location of test or depths covered by tests, together with reduced levels on preliminary logs and in the factual report

iv. information on groundwater levels in exploratory borehole during testing

v. original ground level at test site

vi. soil type and descriptions as visually identified from the samples.

Types of In-situ Tests

The following in-situ tests shall be carried out and reported in accordance with BS Codes or equivalent ASTM Standards mentioned in para 4.2 of this Standard :

a) In-sku density tests

i. Sand replacement method suitable for fine- and medium- grained soils ( small pouring cylinder method )......as per BS1377 (Part 9) 1 ASTM D 491 4.

ii. Sand replacement method suitable for fine, medium- and coarse- .... grained soils ( large pouring cylinder method ). .as per BS 1377

(Part 9) I ASTM D 4914.

iii. Water replacement method suitable for coarse-grained soils .... as per BS1377 (Part 9) l ASTM D 5030.

iv. Core cutter method suitable for cohesive soils free from coarse- .................. grained materials .as per BS1377 (Part 9).

b) In-situ penetration tests

i. Determination of the penetration resistance by the standard penetration test ( SPT ) . using split barel sampler ........... as per 6S1377 (Part 9) I ASTM D 1586.

ii. Determination of the penetration resistance by the static cone penetration test ( CPT ) , using fixed 60° Dutch cone with friction sleeve ......... as per BS1377 (Part 9) I ASTM D 3441.

iii. Determination of the dynamic probing resistace by the dynamic probing( DPH or DPSH), using 90°cone ....as per BS1377(Part 9).

C ) In-situ vertical deformation and strength tests

i. Determination of the vertical deformation and strength character- istics of soil by the Plate Loading test .... as per BS 1377 (Part 9) IASTM D 1196.

ii. Determination of the settlement characteristics of soil for lightly ...... loaded foundations by the shallow pad maintained load test

... as per BS 1377 (Part 9 ).

iii. Determination of the in-situ California Bearing Ratio ( CBR ) ........ .... as per BS 1377 ( Part 9 ) 1 ASTM D 4429.

iv. Determination of in-situ vane shear strength of weak intact cohesive soils ......... as per BS 1377 ( Part 9 ) / ASTM D 2573.

d) In-situ permeability tests

i. Constant head method .................... as per 8S 5930.

........ ii. Variable ( Falling ) head method as per BS 5930.

e) In-situ dynamic modulus (G & E) of soil by Cross-hole Seismic method ............. as per ASTM D 4428 I ASTM D 4428M.

f) In-situ corrosivity tests

i. Determination in-situ of the apparent (electrical) resistivity of soil using the Wenner Four-Electrode Method ............ as per BS 1377 ( Part 9 ) / ASTM G 57.

ii. Determination in-situ of the redox potential of sail ........... as per BS1377(Part9). ( Note1 )

N O E ( 1 ) : - bobx patentiel ( r s d ~ n / ~ a t h / of saU h pnpnnaiaein). related to the Oxygen h the sd . The Iwgh vekre hchbates that a ruhtidy brge a w n t of O w n is present. The test hdkates the rskefiw of ~ t v ~ d canoskn of metals by -hate r;sduc~i,g b8ctsnk, wMh can pr&erate in .n%erobric amditkns. Anmrobk mricrodnbl ~ ~ n o s r i o n can occur if so# has a k w Oxygen content and hence a k w rsdoJr potent/sl.

I DOCNO. KOC-GOO3 I Page 26 of 36 I REV. 1 I

9.4.3 Application

a) Normally, the in-situ testing and sampling pertaining to the field identification of soils, relative density 1 consistency and stratal character shall be carried out in each exploratory hole as routine investigations for the type of ground as given in Table I :-

TABLE I

Clayey sand Replacement ii. Clayey silt 1 Silty clay 1 SPT , CPT or DPH or DPSH , CBR , Plate

I Sandy clay I Load , Vane shear , Water Replacement , Core cutter

iii. Gravelly soil SPT , CPT or DPH or DPSH

b) Special techniques of sampling and in-situ testing shall be followed in accordance with BS 5930 for certain type of ground given below in Table II :-

TABLE II

9.5 Groundwater Monitoring

9.5.1 Groundwater Measurement

a) When groundwater is encountered in s borehole, the depth from ground level of the point of entry shall be recorded together with depth of any casing. Borehole operations shall be stopped and the depth from ground level to water level recorded with an approved instrument at 5 minute intervals for a period of 20 minutes. If at the end of the p e h d of 20 min

the water level is still rising, unless otherwise instructed by the Engineer, this shall be recorded together with the depth to water below ground level and the borehole shall then be continued.

b) If casing is used and this forms a seal against the entry of groundwater, the contractor shall record the depth of casing at which no further entry or only insignificant infihration of water occurred.

C ) Water leveb shall be recorded at the beginning and end of each shift or other rest periods during the work.

d) On each occasion when groundwater is recorded, the depth of any casing and the time shall also be recorded.

Installations

Simple standpipes to determine the general water level in the ground and standpipe piezometers to monitor the water pressure within a particular stratum shall be installed in a borehole as instructed by the KOC Engineer. All dimensions and depths shall be recorded at the time of installation.

Piezometers of the hydraulic , electrical or pneumatic type shall be used as described in BS 5930 unless otherwise specified elsewhere.

Top of a standpipe or piezometer shall be protected by timber fencing which shall comprise atleast three wooden stakes, 75 mm square, firmly embedded in the ground, crossbraced and projecting 1.0 m above the ground.

Readings

Daily readings of depths to water in standpipes and piezometers shall be made by the contractor with an approved instrument during the fieldwork period or as directed by the KOC Engineer.

LABORATORY TESTING

General

In addition to in-situ fieid tests, laboratory tests shall be conducted on the collected samples ( DS 1 UDS from the boreholes to identify and classify the soils as well as to determine the physical, mechanical and chemical properties for proper use in the design and construction.

Calibration of bad - displacement or other measuring equipment shall be carried out in accordance with the appropriate British standards and the manufacturer's recommendations. Evidence of current calibrations shall be supplied to the Company whenever requested.

All tests shall be made under the supervision of the qualified laboratory xpervisors having experience in geotechnical testing and under the overall guidance of the contractor's senior Geotechnical Engineer in charge of the investigation.

Test Requirements

All tests shall be carried out in accordance with BS 1377 and other relevant BS codes 81 standards or equivalent ASTM standards to meet the following requirements unless otherwise mentioned :-

Soil Classification Tests

... a) Determination of moisture content & porosity as per BS1377 ( Part 2 ) I ASTM D 221 6.

b) Determination of Atterberg limits ( Liquid 1 Plastic limits & Plasticity Index ) ................................ as per BS 1377 ( Part 2 ) I ASTM D 431 8.

C) Determination of shrinkage limit ..... as per BS1377( Part 2 ) 1 ASTM D427.

d) Determination of specific gravity ..... as per BS1377( Part 2 )I ASTM D854.

el Determination of particle sue distribution ( by sieve analysis & sedimen- tation) ................. as p e r BS 1377 ( Part 2 ) 1 AST M D 422.

Soil Chemical Tests

a) Determination of the organic matters ...............as per BS1377 ( Part 3 ).

b) Determination of the sulphate content of soil & groundwater ......... as per BS1377 ( Part 3 ).

... C) Determination of the carbonate content.. as per BS1377 ( Part 3 ).

d) Determination of the chloride content.. ...... as per BS1377 ( Part 3 ).

e) Determination of the pH value ........ as per BS1377(Part 3)IASTM D4972.

f) Determination of sulphide content ( H2S ).

g) Determination of oil contamination in soil ( Polyarornatic hydrocarbon or contractor to specify the appropriate test ).

Soil Compaction Tests

a) Determination of dry density of soil on site ....as per BS1377 ( Part 4 1 I ASTM D 4254.

b) Determination of dry density I moisture content relationship ...... as per BS1377 ( Part 4 1 ASTM D 1557.

C) Determination of relative density of cohensionless soils.. . . . . . . . as per E l 3 7 7 ( Part 4 ) / ASTM D 4254.

Pavement Design Test

a) Determination of California Bearing Ratio ( CBR ) . . . . . . .. . as per BS 1377 ( Part 4 ) / ASTM D 1883.

Soil Strength Tests

a) Determination of shear strength by direct shear ( sandy soil ) ........ as per BS 1377 ( Part 7 ) I ASTM D 3080.

b) Determination of the unconfined compressive strength (cohesive soil) ..... as per BS 1377 ( Part 7 ) 1 ASTM D 2166.

C) Determination of the unconsolidated undrained compressive strength of cohesive soils in Triaxial compression test ....... as per BS1377 ( Part 7 ) I ASTM D 2850.

Soil Deformation Tests

a) Determination of elastic modulus by unconsolidated undrained Triaxial compression test ........... as per BS 1377 ( Part 7 ) l ASTM D 2850.

b) Oedorneter test ( one - dimensional consdidation test 1 ............. as per BS 1377 ( Part 5 ) I ASTM D 2435.

DOC.NO. KOC-C-003 1 Page 30 of 36 I REV. 1

Soil Dynamic Test

a) Determination of the dynamic modulus and damping properties of soils ( by resonant column method ) .................... as per ASTM D 401 5.

Soil Permeability Tests

a) Determination of permeability by the constant head method .............. .......... as per BS 1377 ( Part 5 ) I ASTM D2434.

Soil Conosivi i Tests

a) Determination of electrical resistivity ............ as per BS 1377 ( Part 3 1.

b) Determination of redox potential ................ as per BS 1377 ( Part 3 1.

Soil Thermal Test

...... a) Determination of thermal resistivity by Thermal Needle Probe as per ASTM D 5334.

HANDLING , LABELLING AND STORAGE

Samples ( DS & UDS ) collected from the samplers and boring I drilling equipment shall be handled with such care at site as to cause no or minimum disturbance to their natural state.

Samples shall be dearly labelled, coded and protected in accordance with BS 5930. Samples of fill and contaminated ground or groundwater suspected to be hazardous shall be tagged specially with a red label.

Small samples shall be preserved in the air-tight, non-corrodible and durable containers, whereas bulk samples shall be kept tight in robust containers or plastic sacks so that the natural moisture content can be maintained until tested in the laboratory.

Undisturbed samples in tube samplers or liners shall be sealed with 25 rnm thick plugs of microcrystalline wax at both ends . The sample containers shall be numbered, labelled and crated carefully to prevent damage during transit.

All samples shall be protected to ensure that their temperature does neither rise above 45OC nor fall below 2OC. They shall also be protected from direct exposure to heat and sunlight.

Samples shall be kept for a period of 28 days after approval of the final report. After this time, the contractor shall seek the permission from the Company for their complete or part disposal.

QUALITY ASSURANCE

The contractor shall operate quality system to ensure that the requirements of this Standard are achieved. The quality system shall preferably be based on IS0 9000 series of Standards and the contractor shall demonstrate compliance by providing a copy of the accredited certificate or the contractor's quality manual. Verification of contractor's quality system is normally part of the prequalification procedure, and Is therefore not detailed in the core text of this Standard.

DOCUMENTATION

General

All correspondence, instructions, daily reports, interim 81 final reports, exhibits, drawings, design calculations and any other written information shall be in English language.

All dimensions, units of measurement, physical constants, etc. shall be in standard SI units unless otherwise specified.

Geotechnical Reports

Daily Exploration Reports

a) The contractor shall prepare for eaqh borehole a daily exploration report which shall be submitted to the KOC Engineer at the begining of the next working day.

b) All relevant information related to the geotechnical investigation shall be recorded with the progress of work and shall be submitted in an agreed format of daily exploration report , a sample of which is shown in Appendix -1.

Interim Reports

a) Preliminary bgs of each exploratory borehole shall be prepared by the contractor using an agreed proforma to incorporate all the relevant information from the daily reports with SPT results and groundwater level.

DOC.NO. KOC-C-003 I Page 32 of 36 I REV. 1 1 It shall be submitted to the Engineer in duplicate duly signed by the contractor's supervisor within five ( 5 ) days of completion of the explorations.

b) Whhin seven ( 7 ) days of completion of the laboratory testing, an interim factual report shall be issued for Company review containing the following as a minimum :-

Ti.

iii.

v.

vi

vii.

viii,

ix.

X.

Summary of investigations with preliminary condusions and recomm- endations.

Scope of the investigation with brief description of methodology for exploration, sampling techniques etc. with emphasis on any special problems, if encountered at site.

Description of soil nature, geotechnical characteristics, SPT and laboratory test interpretations explaining general behaviour and strength & deformation properties of soils.

Borehole logs to be in the same form as the preliminary bgs, presented to a suitable vertical scale with all relevant information from the daily reports and with such information having been updated in light of laboratory testing and further examination of samples and cores. Logs shall be represented by symbolic legend of strata in accordance with BS 5930 . Results of all in-sku tests.

Results of all laboratory tests.

Soil classifications and gradings of each stratum as per the British Soil Classification System for Engineering Purposes ( BSCS ) of BS 5930 or as per the Unified Soil Classification System ( USCS ) of ASTM D 2487.

Recommended allowable bearing capacities of soil for a range of varying foundation shes.

Predicted range of settlements.

Drawings showing site location plan, borehole 81 pit bcations, piezometers and other feld tests outside borehole 1 pit.

DOC.NO. KOC-C-003 I Page 33 of 36 I REV. 1

13.2.3 Final Report

a) The final report shall be issued by the contractor for Company approval within two weeks after receipt of the comments on the interim report and shall include the following as a minimum :-

i.

ii .

iii.

iv.

v.

vi.

vii.

viii.

ix.

X.

xi.

xii.

Executive summary, conclusions and recommendations.

Scope of investigation work, description of exploration methods and sampling techniques etc.

Description of soil nature, geotechnical characteristics, SPT and laboratory test interpretations explaining general behaviour and strength & deformation properties of soils.

Appraisal of the field and laboratory results with relevance to foundation design and construction.

Recommended type of foundation with reference to corrosive attack of soil / groundwater on concrete and other construction materials.

Recommended safe bearing pressweb) of the ground and expected range of settlements based on varying depths 81 widths of footings ( to be supported by necessary design calculations ).

Recommended type & capacity of piles if required due to ground conditions ( to be supported by design calculations ).

Recommended limits of differential settlements under storage tanks of different diameters and any advice, if necessary, for ground improvement work.

Recommended dynamic modulus of shear 81 elasticity and Poisson's ratio for vibrating equipment foundation design.

Recommended compaction criteria and method of compaction of onsite excavated materials for structural fills.

Recommended criteria of slope stability for' bundwall, embankment and of any protective work against erosion.

Recommended CBR values for roadways and paved areas.

xiii. Values of cohesion ( c ) & angle of internal friction ( 0 ).

xiv. Co-efficient of sliding friction for concrete to soil.

xv. Co-efficient of lateral earth pressure.

xvi. Modulus of subgrade reaction of soil.

xvii. Recommended permeability values for drainage.

xviii. Recommended electrical resistivity of soils in ohm centimetres for equipment earthing and cathodic protection design.

xix. Recommended thermal resistivity of soils in degree centigrade metre per watt to determine derating factors for power cables.

xx. Recommended quality control procedure for earthwork construction with tests to be used in field I laboratory.

b) The Exhibits shall contain the following as a part of the report :-

i. Borehole logs with SPT results & sampling points.

ii. In-situ test results with graphs ( Plate load, CPT, DPH etc.).

iii. In-situ permeability test results for groundwater levels.

iv. Laboratory test results ( chemical, triaxial, direct shear, unconfined compression, consolidation etc. ).

v. Plasticity charts and grading curves for soil classifications.

vi. Location plan of boreholes I pits and field tests.

vii. Site location plan.

DOC.NO. KOC-C-003 I Page 35 of 36 I REV. 1

APPENDIX -1

14.0 FORMAT OF DAILY EXPLORATION REPORT

Prepared by ........................................ Checked 'by .......................................... Date .......................... Project No. ........................................ Contract No. .......................................................................... Contractor's Name ............................................................................................................................ Location .................................................. Borehole No. ...................................................................

....................... .............. Date of Commencement .......................... l ime AM I PM Temperature OC

....................... .............. Date of Completion .............................. l ime AM I PM Temperature OC

9. Exploration Details

Type : 0 Auger Boring Wash Boring Shell & Auger Boring 0 Rotary Drilling Others

Borehole : Dia ..................... mm Length .................... mm Total Boring Time ............... Pit I Trench : Length ............... mm Width ..................... mm Depth .................... mm Ground Level .............................................................. m Groundwater Level ....................................................... m Water if added during boring ............. Yes No Depth of water ( if yes ) ............................................... m

............................ ..................... Cadng ( i f used 1 : Dia. mm Depth mm Drilling fluid ( if used 1 ; Type ................................ Cdour .....................

........................................ Quantity ( approx. ) cubic cm. Core barrel & bits ( if used ) : Type .......................... Dia. ........................ mm

................................. Core runs mm

B. Borehole Details

............................. Total No of strata : ................... Depth of hard stratum m Strata # 1 : Type of soil ......................................................................

Depth of strata .............................................................. m ..................................... N values at depth ............. m Nos

at depth .............. m .................................. Nos

Strata # N ....................................................................... : Type of soil b p t h of strata ............................................................... m

............................... N values at depth .................... m Nos at depth .................. ..m ............................... Nos.

........................... Xmes 0' clock spent on penetration min. Chiding ( if required 1 Yes 0 No

............................... Depth ( H yes 1 mm

Drilling ( if required Yes 0 No ............................... Depth ( if yes mm

Remarks :

FORMAT OF DAILY EXPLORATION REPORT ( contd. )

Sampling Details

Sample Type

Disturbed samples :

Undisturbed samples :

Core Samples

Other Field Tests

Test Type

Disturbed Undisturbed 0 Cores

Sampling condition 0 Dry 0 Wet Equipment type ............................................................................

................. Strata # 1 : Depth .................... m Sample No. Depth .................... m Sample No. .................

Strata # 2 : Depth ................... m Sample No. .................. ................... .................. Depth m Sample No.

................ Strata # N : Depth m Sample No. ....................

Sampling condition 0 Dry Wet ............................................. Sampling equip. .Dia... ............. mm

Strata # 1 : Depth ........................... m Reqd. Blows ........ Nos. Sample Length .............. mm Sample No. ...............

Strata # 2 : Depth ........................... m Reqd. Blows ........... Nos. Sample Length .............. mm Sample No. ..............

Strata # N : Depth ........................... m Reqd. Blows ....... Nos. Sample Length ............. mm Sample No. ...........

................... Sampling condition Dry 0 Wet Depth mm ............. ....................................... Sampling equip. Core Dia. mm

Total core recovery ............. % Solid core recovery ............. % Liner length ......................... mm Sample No. ............................

CPT 0 DPH 1 DPSH Plate Load Vane Shear 0 Corrosivity Tests Permeability Tests

.................................................. Test Details as per BS 1377 81 BS 5930 or equivalent ASTM

Recorded by

........................................... Name

.......................................... Signature

Remarks :