Geotechnical Investigation Specification

ILF CONSULTING ENGINEERS

Werner-Eckert-Str. 7, 81829 Munich, GERMANY Phone: +49-89-25 55 94 - 0 Fax: +49-89-25 55 94 - 144 E-mail: [email protected]

ILF-SPC-AOT-CI-002-B

Aqaba Oil Storage Terminal Project

AQABA OIL TERMINAL GEOTECHNICAL INVESTIGATION SPECIFICATION AND SCOPE OF

WORK 25.10.2013

THE HASHEMITE KINGDOM OF JORDAN

MINISTRY OF ENERGY AND MINERAL RESOURCES

Aqaba Oil Storage Terminal Project ILF-SPC-AOT-CI-002-B AQABA OIL TERMINAL GEOTECHNICAL INVESTIGATION SPECIFICATION AND SCOPE OF WORK 25.10.2013

I L F C O N S U L T I N G E N G I N E E R S P a g e 2 of 38

ILF/P:\G Projects\G297 Aqaba TF PMC\Docs for Client\CI Civil\editable\02 AOT - Aqaba Oil Terminal\ILF-SPC-AOT-CI-002 Geotechnical Investigation Specification and SoWork\Rev B\ILF-SPC-AOT-CI-002-B

Geotechnical Investigation Specification.docx 2013

REVISION

B 25.10.2013 Issue for IFR F. Jiricny D.Hoz S. Buchegger

A 23.10.2013 Issue for IDC F. Jiricny S. Zanon S. Buchegger

Rev. Date Issue, Modification Prepared Checked Approved





TABLE OF CONTENTS

1 GENERAL 7

1.1 Purpose of the Document 7

1.2 Scope of Work 7

2 ABBREVIATIONS AND DEFINITIONS 7

2.1 Definitions 7

2.2 Abbreviation 8

3 PARTICULAR CONDITIONS FOR THE EXECUTION OF THE SERVICES 9

4 PROJECT DESCRIPTION 9

5 EXTENT OF INVESTIGATION WORKS 10

5.1 General 10

5.2 Field Investigations 11

5.2.1 Drilling 11

5.2.2 Standard penetration test 12

5.2.3 Dynamic Probing Super-Heavy 12

5.2.4 Screw Plate Load Test 12

5.2.5 Trial Pits 12

5.2.6 Soil resistivity measurement 12

5.2.7 Sampling 12

5.2.8 Laboratory Tests 13

5.3 Deliverables 14

5.4 Quality Control and HSE 14

5.5 Investigation Locations 15

6 TECHNICAL SPECIFICATION 18

6.1 Codes and Standards 18

6.2 Specification of Field Works 21

6.2.1 Building site equipment 21

6.2.2 Drillings 21

6.2.3 Storage of Core Samples 22

6.2.4 Groundwater Monitoring 22





6.2.5 Sampling 23

6.2.6 Soil/Rock Samples 23

6.2.7 Groundwater Samples 24

6.2.8 Logging 24

6.2.9 Photo Documentation 24

6.2.10 Standard Penetration Test (SPT) 24

6.2.11 Dynamic Probing Super-Heavy (DPSH) 24

6.2.12 Screw Plate Load Test 24

6.2.13 Soil Resistivity Measurements 25

6.3 Specification of Laboratory Tests 25

6.3.1 Unit Weight 25

6.3.2 Natural Moisture Content 25

6.3.3 Particle Size Distribution 25

6.3.4 Atterberg Limits 25

6.3.5 Organic Matter Content 25

6.3.6 Clay Mineral Analysis 26

6.3.7 Swelling Tests 26

6.3.8 Consolidation Tests 26

6.3.9 Compaction Tests 26

6.3.10 Direct Shear Tests (effective shear parameters) 26

6.3.11 Triaxial Compression Tests 27

6.3.12 Unconfined Compression Tests 27

6.3.13 Poisson Ratio 27

6.3.14 Water Chemical Analyses (optional) 27

6.3.15 Soil Chemical Analyses 27

6.4 Report and Recommendation 28

6.4.1 General 28

6.4.2 Daily Logs 28

6.4.3 Weekly Reports 28

6.4.4 Draft Factual Report 29

6.4.5 Preliminary Report for the Tank Area 29





6.4.6 Final Report 30

7 SCHEDULE 32

7.1 General 32

7.2 Investigation in the Tank Area 32

8 BILL OF QUANTITIES 33

8.1 Bill of Quantities / Unit Prices 33





TABLES Table 1: List of definitions

Table 2: List of abbreviations

Table 3: List of samples

Table 4: List of laboratory test

Table 5: Coordinates of boreholes

Table 6: Coordinates of dynamic probing super heavy

Table 7: Coordinates of trial pits

Table 8: Coordinates of screw plate load test

APPENDICES Appendix 1: Plot Plan - Investigation Locations





1 GENERAL

1.1 Purpose of the Document

The purpose of this document is to define the scope of work for the detail geotechnical

investigation for the construction of the Aqaba Oil Storage Terminal.

1.2 Scope of Work

The aim of the geotechnical investigations is to obtain the geological and geotechnical

data basis for the detail design works and construction activities of the Aqaba Oil Storage

Terminal including the following items:

• Geological underground built up

• Characteristic geotechnical parameters for the detail design of the tank foun-

dations and all other buildings and structures

• Hydraulic properties of the relevant geotechnical section

• Aggressiveness and contamination of soil and groundwater to steel and con-

crete.

The works to be carried out include the following:

• Desk study of all existing data

• Field exploration by means of rotational core drillings and in-situ testing

• Laboratory testing

• Data evaluation and preparation of a geotechnical report and recommenda-

tions as defined in this specification.

In the course of the investigation works the scope may be adjusted depending on the re-sults obtained in the course of the investigations, i.e. in case of very homogeneous or in-

homogeneous conditions across the Aqaba Oil Storage Terminal.

2 ABBREVIATIONS AND DEFINITIONS

2.1 Definitions

In the present document the following definitions were used. Their meaning is explained

in the table below.





Definition Explanation

Client China Dalian International Economic & Technical

Cooperation Group Co., Ltd (EPC contractor)

Consultant ILF – MEMR’s engineering contractor

Contractor Contractor for ground investigation works

Terminal The whole Aqaba Storage Terminal

Third Party Any legal entity except the Client and Contractor for

ground investigation works.

Table 1: List of definitions

2.2 Abbreviation

In the present document the following abbreviations were used. Their meaning is

explained in the table below.

Abbreviation Explanation

AASHTO American Association of State Highway and

Transportation Officials

AOT Aqaba Oil Terminal

ASTM ASTM International Standard

BH Borehole

BS-EN British Standard

CDIG China Dalian International Economic & Technical

Cooperation Group Co., Ltd (EPC Contractor)

DPSH Dynamic Probing Super-Heavy

E East

HSE Health Safety Environmental

ILF ILF Consulting Engineers

JD Jordanian Dinar

MEMR Ministry of Energy and Mineral Resources

N North





Abbreviation Explanation

S South

SPLT Screw Plate Load Test

SPT Standard Penetration Test

TP Trial Pit

W West

Table 2: List of abbreviations

3 PARTICULAR CONDITIONS FOR THE EXECUTION OF THE SERVICES

The investigation works shall be performed by an experienced company appointed by

the Client, which is familiar with the execution of the works mentioned below.

The results of the geotechnical investigation will be used by CDIG, MEMR and/or

contracted consultants for the preparation of the construction design and the authority

permit applications (construction, operation or others).

4 PROJECT DESCRIPTION

The Aqaba Oil Terminal where the soil investigation works shall be carried out is situated

approx. 20 km south of Aqaba.

For the Aqaba Oil Terminal the following main structures will be constructed:

• 6 crude oil tanks, storage capacity of 20.000 m³, diameter of 40 m

• 2 fire water tanks, diameter of 16 m

• Fire brigade building

• 2 fire fighting foam buildings

• Workshop house

• Electrical substation

• Office building

• Load and transfer pump house

• Slop tanks

• Slop tank pump shelter





• Metering shelter

• Evaporation ponds with total volume of 3000 m³

• Vapour recovery unit shelter

• Truck loading shelter

• Gate house

• 2 Weighbridges

• Roads and parking areas.

5 EXTENT OF INVESTIGATION WORKS

5.1 General

It is expected that the underground is built up of loose to medium dense alluvium depos-

its.

Prior to the commencement of any investigation works the Contractor shall visit the in-

vestigation site in order to make himself familiar with the conditions on site.

The Contractor shall conduct necessary field investigation work, laboratory testing, per-form engineering analyses and write detailed recommendations in the form of a report in

accordance with relevant standards and this specification. This includes gaining access

to the drilling sites and performing any preparations necessary. The correctness of each investigation location has to be confirmed by the Client representative before mobiliza-

tion to location.

The Contractor is responsible for any site clearing and work platforms that may be re-

quired for accessing the investigation locations. He is also responsible for reinstatement of the investigation sites. In this regard the Contractor shall keep a photo-documentation

of all investigation sites and access roads including photos prior investigation works and

after reinstatement.

All investigation points shall be surveyed with an accuracy of +/- 0,01 m in location and

elevation.

The Contractor is responsible for all logistics involved with any investigation activities in-

cluding personnel transport, storage, equipment movements and supplies.

Uniformity of substrata may permit the elimination of some investigations. Non-uniformity

of substrata may warrant the addition or relocation of investigations.

The Contractor shall propose modifications to program to maximize its engineering value to the project prior to the commencement of investigations. If during commencement of





the fieldwork, prevailing geotechnical conditions indicate to the Contractor that the pro-posed work requires modification, he shall recommend work necessary to provide the

data required for construction. The Contractor shall submit such recommendations to the

Client. Should the Client agree, the scope shall be altered accordingly and price agreed, prior to the commencement of the revised scope. Particular emphasis shall be placed by

the Contractor on:

• The number of drillings, depths and locations

• The number and types of samples, tests etc. taken in boreholes and trial pits

• An estimate of the time and costs required to complete the Site Investigation.

Any change of the investigation program requires prior written approval by the Client.

All investigation works shall be carried out with modern and fully functional equipment.

The Contractor shall keep oil binders at every investigation site in case of damage. Leak-ing oil-, fuel and hydraulic pipes have to be repaired immediately in order to prevent envi-

ronmental pollution.

The Client reserves the right to intervene if the Contractor is performing to the Client’s

dissatisfaction or in an unsafe manner. The Client can refuse the deployment of equip-ment if it does not meet the requested technical standards. The Contractor shall replace

defective equipment as soon as possible. Furthermore he shall take all necessary

measures in order to make up the lost time.

5.2 Field Investigations

5.2.1 Drilling

A total number of 37 rotational core drillings with continuous coring with a total length of

about 900 m shall be carried out:

• 6 drillings of 35 m depth



• 5 drillings of 10 m.

The applied method shall be rotary core drilling using air flush and front casing to avoid borehole collaps. Continuous coring has to be performed using a double tube core barrel

with a minimum inner diameter of 100 mm. Due to the presence of non-cohesive soils,

an appropriate core catcher has to be applied in order to allow core recovery in cohe-

sionless soils such as sand and gravel.

In the case that large boulders or solid rock are encountered during the drillings, water

flushing may be used in order to penetrate boulders and solid rock.





5.2.2 Standard penetration test

Standard Penetration Tests (SPT) shall be performed every 2 m in the borehole, from top

to the final depth of the borehole. In solid rock, SPTs shall not be performed.

A total number of 450 SPT shall be carried out.

5.2.3 Dynamic Probing Super-Heavy

A total number of 44 Dynamic Probing Super-Heavy (DPSH) with a total length of about

825 m shall be carried out:

• 24 DPSH of 25 m depth

• 5 DPSH of 15 m depth

• 15 DPSH of 10 m depth.

5.2.4 Screw Plate Load Test

A total number of 14 Screw Plate Load Tests (SPLT) to depth of 4 m below the existing

ground surface shall be carried out.

5.2.5 Trial Pits

A total number of 4 Trial Pits (TP) excavated to a depth of 4 m below the existing ground surface shall be carried out. The trial pits serve for the determination of the soil profile

and for the collection of soil samples.

5.2.6 Soil resistivity measurement

The soil resistivity measurements serve as a basis for the design of a cathodic protec-tion. The soil resistivity measurement shall be performed in the vicinity of the following

boreholes: BH01, BH06, BH11, BH16, BH21, BH26, BH31, BH32, BH33, BH35, BH37. A

total amount of 11 soil resistivity measurements up to depth of 5 m below ground surface

shall be carried out using the Wenner Four-Electrode Method.

5.2.7 Sampling

The following table lists the proposed type and number of samples.





Sample Type Location Proposed no. of samples

• Disturbed Samples BH/TP/SPLT 200

• Undisturbed Samples BH 100

• Water Samples (if encountered) BH 30

Table 3: List of samples

Disturbed soil samples (non-cohesive soils) shall be taken from borehole cores, trial pits

and from the SPT split-spoon sampler.

Undisturbed samples shall be taken in the boreholes by means of a thin-walled sampling

tube from cohesive soil (if encountered).

Sampling shall cover all ground layers/types encountered in the course of the field inves-

tigation. The Contractor shall verify whether the proposed amount of samples is sufficient

to execute all proposed laboratory tests. If the proposed amount of samples is not suffi-cient the contractor shall propose an increase of the samples. The change of amount of

the samples shall be approved by the Client.

5.2.8 Laboratory Tests

Laboratory tests shall be conducted on samples taken from the boreholes.

Laboratory Test

Unit Weight

Natural Moisture Content

Particle Size Analysis (sieve and hydrometer)

Atterberg Limits (LL, PL, PI)

Organic Matter Contents

Clay Mineral Analysis (X-ray Diffractometry)

Swell or Settlement Potential of Cohesive Soils

Consolidation Test (Oedometer Test)

Compaction Test (Modified Proctor Test)

Consolidated Undrained Direct Shear Test on Cohesive Soils

Triaxial Compression Tests (consolidated, undrained) test on





Laboratory Test

cohesive soil including determination of Poisson ratio

Unconfined Compression Test on rock

Unconfined Compressive Strength of Cohesive Soil

Optional: Water Chemical Analysis (standard parameters

according to national standards valid in the Hashemite King-

dom of Jordan), only if groundwater encountered

Optional: Water Chemical Analysis on Steel and Concrete

Aggressiveness, only if groundwater encountered

Soil Chemical Analysis on Steel and Concrete Aggressive-

ness.

Table 4: List of laboratory test

In case of heterogeneous geotechnical conditions the laboratory tests can differ.

5.3 Deliverables

The Contractor shall prepare and issue the following reports:

• Weekly report including the daily logs

• Preliminary report for the tank area

• Draft factual geotechnical Investigation report

• Final report.

5.4 Quality Control and HSE

The Contractor shall employ experienced and sufficient staff, familiar with the utilized

equipment. The Contractor shall provide a minimum of one experienced geotechnical

engineer or geologist in the field full time during the field investigation. The geotechnical engineer/geologist shall supervise and observe all surface exploration operations, classi-

fy samples, define the extend of laboratory tests to be carried out on the individual sam-

ples, make and record site observations, and prepare logs of drillings, soundings, etc. The acceptance of the Contractor´s geotechnical engineer/geologist for the job depends

on approval of the CV by the Client prior to commencement of any work on site.

The Contractor shall prepare a detailed execution plan with his bid for approval by the

Client prior to field work. The execution plan shall include exhaustive treatment of the fol-

lowing aspects of execution:





• logistics

• health and safety plan

• risk assessment

• protection of environment

• interfaces

• human-resource allocation plan which shall list key personnel, responsibili-

ties, qualifications, and experience

• all major items of equipment and operating procedures

• work method statement for all investigation activities.

The work plan shall comply with all pertinent local laws, regulations, and codes.

The Contractor shall keep daily records of all activities on site. Furthermore the Contrac-

tor shall provide weekly reports including investigation progress and status of the work

relative to the planned time schedule. He shall identify reasons if progress in the field

work is slower than originally planned, and steps taken to make up the lost time.

The laboratory performing the laboratory tests has to be authorised by the state authority

for carrying out the respective tests. The laboratory performing the tests requires ap-

proval by the Client prior to the commencement of any tests, and shall be identified in the report. All applied testing equipment shall be in good condition and fully functional. The

equipment shall have the legally obligated inspections. The inspection reports shall be

available at the laboratory and shall be presented on request to the Client representative

during visits of the laboratory.

The final report must be submitted with a seal and signature of a geotechnical engi-

neer/geologist who is legally entitled to practice in the Hashemite Kingdom of Jordan.

5.5 Investigation Locations

In Appendix 1 is provided the plot plan of the proposed investigation locations. The fol-

lowing tables list the coordinates of the boreholes (BH), the dynamic probing super heavy (DPSH), the screw plate load test (SPLT) and the trial pits (TP) including the depth

below the ground surface to be reached. The coordinates are given in the Palestine Belt

coordinate system.

Borehole Location East North Depth [m] BH1 Tank AOT-T4, Centre 303 345.57 252 606.41 35 BH2 Tank AOT-T4, Rand N 303 346.04 252 626.41 25 BH3 Tank AOT-T4, Rand E 303 365.56 252 605.94 25 BH4 Tank AOT-T4, Rand S 303 345.09 252 586.42 25 BH5 Tank AOT-T4, Rand W 303 325.59 252 606.88 25





Borehole Location East North Depth [m] BH6 Tank AOT-T5, Centre 303 343.91 252 536.43 35 BH7 Tank AOT-T5, Rand N 303 344.39 252 556.43 25 BH8 Tank AOT-T5, Rand E 303 363.91 252 535.96 25 BH9 Tank AOT-T5, Rand S 303 343.44 252 516.44 25 BH10 Tank AOT-T5, Rand W 303 323.94 252 536.90 25 BH11 Tank AOT-T6, Centre 303 342.26 252 466.45 35 BH12 Tank AOT-T6, Rand N 303 342.73 252 486.44 25 BH13 Tank AOT-T6, Rand E 303 362.25 252 465.98 25 BH14 Tank AOT-T6, Rand S 303 341.79 252 446.46 25 BH15 Tank AOT-T6, Rand W 303 322.26 252 466.92 25 BH16 Tank AOT-T3, Centre 303 271.56 252 638.85 35 BH17 Tank AOT-T3, Rand N 303 272.03 252 658.85 25 BH18 Tank AOT-T3, Rand E 303 291.56 252 638.38 25 BH19 Tank AOT-T3, Rand S 303 271.09 252 618.86 25 BH20 Tank AOT-T3, Rand W 303 251.58 252 639.32 25 BH21 Tank AOT-T1, Centre 303 253.52 252 571.22 35 BH22 Tank AOT-T1, Rand N 303 253.99 252 591.21 25 BH23 Tank AOT-T1, Rand E 303 273.51 252 570.74 25 BH24 Tank AOT-T1, Rand S 303 252.20 252 551.22 25 BH25 Tank AOT-T1, Rand W 303 233.52 252 571.69 25 BH26 Tank AOT-T2, Centre 303 203.97 252 620.66 35 BH27 Tank AOT-T2, Rand N 303 204.44 252 640.65 25 BH28 Tank AOT-T2, Rand E 303 223.96 252 620.19 25 BH29 Tank AOT-T2, Rand S 303 203.49 252 600.67 25 BH30 Tank AOT-T2, Rand W 303 183.99 252 621.13 25

BH31 Loading and Transfer Pump House 303 173.93 252 554.67 10

BH32 Office Building 303 109.52 252 612.41 10 BH33 Slop Tanks 303 135.08 252 505.57 10 BH34 Fire Water Tank 303 055.53 252 550.13 20 BH35 Fire Water Tank 303 075.15 252 553.99 20 BH36 Truck Loading Shelter 303 076.78 252 525.01 10 BH37 Truck Loading Shelter 303 085.66 252 479.87 10

Table 5: Coordinates of boreholes

DPSH Location East North Depth [m] DPSH1 Tank AOT-T4, NW 303 335.21 252 617.27 25 DPSH2 Tank AOT-T4, NE 303 356.42 252 616.76 25 DPSH3 Tank AOT-T4, SE 303 355.92 252 595.56 25 DPSH4 Tank AOT-T4, SW 303 334.71 252 596.06 25 DPSH5 Tank AOT-T5, NW 303 334.06 252 547.27 25 DPSH6 Tank AOT-T5, NE 303 354.77 252 546.78 25 DPSH7 Tank AOT-T5, SE 303 353.77 252 525.59 25 DPSH8 Tank AOT-T5, SW 303 333.06 252 526.08 25 DPSH9 Tank AOT-T6, NW 303 331.90 252 477.30 25

DPSH10 Tank AOT-T6, NE 303 353.11 252 476.80 25 DPSH11 Tank AOT-T6, SE 303 352.61 252 455.60 25 DPSH12 Tank AOT-T6, SW 303 331.40 252 456.10 25 DPSH13 Tank AOT-T3, NW 303 261.21 252 649.71 25





DPSH Location East North Depth [m] DPSH14 Tank AOT-T3, NE 303 282.42 252 649.20 25 DPSH15 Tank AOT-T3, SE 303 260.71 252 628.50 25 DPSH16 Tank AOT-T3, SW 303 281.91 252 628.00 25 DPSH17 Tank AOT-T1, NW 303 243.16 252 582.07 25 DPSH18 Tank AOT-T1, NE 303 264.37 252 581.57 25 DPSH19 Tank AOT-T1, SE 303 263.87 252 560.36 25 DPSH20 Tank AOT-T1, SW 303 242.66 252 560.86 25 DPSH21 Tank AOT-T2, NW 303 193.61 252 631.51 25 DPSH22 Tank AOT-T2, NE 303 214.82 252 631.01 25 DPSH23 Tank AOT-T2, SE 303 214.32 252 609.81 25 DPSH24 Tank AOT-T2, SW 303 193.11 252 610.31 25

DPSH25 Loading and Transfer Pump House 303 161.14 252 567.50 10

DPSH26 Loading and Transfer Pump House 303 186.63 252 542.13 10

DPSH27 Office Building 303 107.21 252 624.81 10 DPSH28 Office Building 303 111.92 252 600.26 10 DPSH29 Workshop 303 120.48 252 592.71 10 DPSH30 Workshop 303 117.90 252 550.73 10

DPSH31 Slop Tanks Pump Shelter 303 131.67 252 515.85 10

DPSH32 Slop Tanks 303 138.29 252 490.01 10 DPSH33 Evaporation Pond 303 136.82 252 416.75 10 DPSH34 Evaporation Pond 303 178.54 252 415.80 10 DPSH35 Fire Water Tank 303 050.50 252 556.34 15 DPSH36 Fire Water Tank 303 052.91 252 542.57 15 DPSH37 Fire Water Tank 303 066.03 252 552.19 15 DPSH38 Fire Water Tank 303 076.87 252 561.80 15 DPSH39 Fire Water Tank 303 080.27 252 547.84 15 DPSH40 Truck Loading Shelter 303 081.22 252 502.44 10 DPSH41 Truck Loading Shelter 303 087.88 252 468.59 10

DPSH42 AOT Substation Build-ing 303 156.39 252 539.40 10

DPSH43 Foam Building 303 177.29 252 520.68 10 DPSH44 Fire Brigade Building 303 052.50 252 573.46 10

Table 6: Coordinates of dynamic probing super heavy

TP Location East North Depth [m] TP1 Metering Shelter 303 141.66 252 611.46 4 TP2 Evaporation Pond 303 158.77 252 432.78 4 TP3 Fire Brigade Building 303 069.23 252 570.62 4

Table 7: Coordinates of trial pits





SPLT East North Depth [m] SPLT1 303 141.66 252 611.46 4 SPLT2 303 158.77 252 432.78 4 SPLT3 303 069.23 252 570.62 4 SPLT4 303 302.84 252 534.01 4 SPLT5 303 230.76 252 536.79 4 SPLT6 303 172.66 252 593.24 4 SPLT7 303 131.90 252 576.33 4 SPLT8 303 140.29 252 533.70 4 SPLT9 303 153.83 252 464.88 4

SPLT10 303 083.57 252 590.10 4 SPLT11 303 097.17 252 540.45 4 SPLT12 303 106.13 252 494.80 4 SPLT13 303 034.42 252 579.56 4 SPLT14 303 053.05 252 484.88 4

Table 8: Coordinates of screw plate load test

Detailed locations and depth may only be varied as the work proceeds after written in-

struction by the Client representative. The Contractor shall study all the above infor-mation before visiting the site to determine that sufficient information has been presented

to enable him to submit an economical and professional report.

6 TECHNICAL SPECIFICATION

6.1 Codes and Standards

All geotechnical field investigation work, laboratory testing, and performing engineering analyses shall be in accordance with the relevant British Standard (BS-EN), AASHTO,

ASTM standards in their latest editions and specification and with this specification. Oth-

er standards or specifications may be acceptable only with prior approval by the Client.

The following documents are applicable standards and form part of this Specification.

Current editions shall be applied unless otherwise indicated.

Where the work performed is not covered by the below mentioned standards, the proce-

dures followed shall be approved by the Client prior to utilization.





AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFI-

CIALS (AASHTO)

AASHTO T267 Determination of Organic Content of Soils by Loss on Ignition

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D420 Standard Guide to Site Characterization for Engineering Design and

Construction Purposes

ASTM D422 Standard Test Method for Particle-Size Analysis of Soils

ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics

of Soil Using Modified Effort

ASTM D1140 Standard Test for Amount of Material in Soils finer than the No. 200

Sieve

ASTM D1586 Standard Penetration Test and Split-Barrel Sampling of Soils

ASTM D1587 Standard Method for Thin-walled Tube Sampling of Soils for Ge-

otechnical Purposes

ASTM D3550 Standard Method for Thick Wall, Ring-lined, Split Barrel, Drive Sam-

pling of Soils

ASTM D2113 Standard Practice for Rock Core Drilling and Sampling of Rock for

Site Investigation

ASTM D2216 Standard Test Method for Laboratory Determination of Water (Mois-

ture) Content of Soil and Rock by Mass

ASTM D2435 Standard Test Methods for One-Dimensional Consolidation Proper-

ties of Soils Using Incremental Loading

ASTM D2487 Standard Classification of Soils for Engineering Purposes (Uniform

Soil Classification System)

ASTM D2488 Standard Practice for Description and Identification of Soil (Visual

Manual Procedure)

ASTM D2974 Standard Test Methods for Moisture, Ash, and Organic Matter of

Peat and Other Organic Soils

ASTM D4220 Standard Practice for Preserving and Transporting Soil Samples

ASTM D4254 Standard Test Methods for Minimum Index Density and Unit Weight

of Soils and Calculation of Relative Density





ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit and Plasticity

Index of Soils

ASTM D4767 Standard Test Method for Consolidated Undrained Triaxial

Compression Test for Cohesive Soils

ASTM D5434 Standard Guide for Field Logging of Subsurface Explorations of Soil

and Rock

ASTM D6528 Standard Test Method for Consolidated Undrained Direct Simple

Shear Testing of Cohesive Soils

ASTM D3080 Standard Test Method for Direct Shear Test of Soils under Consoli-

dated Drained Conditions

ASTM D7012 Compressive Strength and Elastic Moduli of Intact Rock Core Spec-

imens under Varying States of Stress and Temperatures

ASTM D2166 Standard Test Method for Unconfined Compressive Strength of Co-

hesive Soil

ASTM D4546 One-dimensional Swell or Settlement Potential of Cohesive Soils

ASTM G57 – 95a Standard Test Method for Field Measurement of Soil Resistivity Us-

ing the Wenner Four-Electrode Method

STP 38477S Suggested Method for Screw-Plate Load Test

ASTM G162 Standard Method for Conducting and Evaluating Laboratory Corro-

sion Tests in Soils

BRITISH STANDARD

BS 5930 Code of practice for site investigations

BS EN ISO 22476-2 Geotechnical investigation and testing-Field testing-dynamic probing

(DPSH)

GERMAN INDUSTRIAL STANDARD

DIN 4030-1 Assessment of water, soil and gases for their aggressiveness to

concrete – Part 1: Principles and limiting values

DIN 4030-2 Assessment of water, soil and gases for their aggressiveness to

concrete – Part 2: Sampling and analysis of water and soil samples





Units of Measurement

The SI units of measurement shall be used exclusively.

6.2 Specification of Field Works

6.2.1 Building site equipment

This item includes as follows:

• Mobilization to the building site, the installation and preparation for com-

mencement of construction works of all devices, tools, drilling rigs and other

equipment necessary to fulfil all construction works according to contract

• Mobilization, installation and operation of supply and disposal facilities. The

cost of preparation, maintenance and operation of devices and plants includ-

ing hire charges and fees have to be included in the unit prices (drillings,

probings, etc.)

• Demobilization of all construction devices, equipment, plants

• Rebuilding of all spaces and roads in use for construction works to their initial

condition

• Clearance of any contamination caused by the Contractor

• Compensation money for entering private places, for use of access roads,

working and storing places, costs and compensations for clearings, fences

and crop damages have to be included.

Additional difficulties caused by adverse weather conditions have to be included.

6.2.2 Drillings

Rotational core drilling with double core barrel for drilling in soil and weathered rock, ver-

tical, with continuous sampling in all soil types (cohesive and non-cohesive), for drilling in soil continuous front casing has to be applied, aligned to drilling diameter. Excessive bor-

ing pressure has to be avoided in order to prevent core compaction. The drilling equip-

ment shall enable the change of drilling rods and drilling bits at any time. Loss of drilling

rod is on the Contractors account.

A core catcher has to be applied for core recovery in non-cohesive soils (sand and grav-

el). In soil, a minimum total core recovery (TCR) of 70% has to be achieved.

The maximum planned drilling depth is 35 m. If massive rock is encountered the drilling

depth may be reduced to min. 5 m of solid rock.





A minimum sample diameter of 100 mm at any drilling depth has to be guaranteed In case of technical difficulties during production of the borehole which hinder reaching the

minimum diameter. The required minimum diameter may be undershot with approval by

the Client.

Water flushing may not be used for drilling in soil and weathered rock in order to pre-serve the natural moisture content and the sample quality. If massive rock or huge boul-

ders are encountered the use of water flushing is allowed.

Drilling rig, drilling method and drilling diameter have to be chosen in a way that all re-

quirements specified in this document and the standards are guaranteed.

All boreholes have to be backfilled immediately after all drilling works and in-situ testing is completed. Backfill works have to be carried out carefully to avoid settlements. The

backfill material shall be adequate soil material available in the vicinity of the site. The

Contractor is responsible for the provision and transport of the material. As an option, some boreholes may require backfill using cement based grout or Bentonite pellets

(Compactonit). The Contractor is responsible for the provision and transport of the mate-

rial.

Due to the amount of drillings, Contractor shall be ready to employ more than one drill rig

for simultaneous drilling.

6.2.3 Storage of Core Samples

All recovered drilling cores shall be stored in wooden core boxes with a length of approx-

imately 1 m. The cores shall be covered by plastic foil sleeves to maintain the natural moisture content. Sections where samples for laboratory testing were taken shall be

marked on the core box. The core boxes shall be labelled adequately with project name,

name of drilling, total depth, the respective depth of core in the box and date of com-mencement in order to avoid mix up. Core boxes shall be stored in a shady, dry place to

maintain sample quality.

6.2.4 Groundwater Monitoring

If groundwater is encountered during drilling the groundwater table elevation shall be measured within the boreholes on a regular basis. The following measurements shall be

carried out:

• Initial groundwater elevation encountered in the borehole

• Groundwater elevation at the beginning of the day

• Groundwater elevation at the end of the day

• Additional groundwater observations during the day: type and depth

• Groundwater elevation upon completion of the borehole





The measurements shall be carried out with an adequate measuring device allowing for an accuracy of ±0,01 m (reference point is ground elevation). Groundwater observations

shall be documented in the daily logs with indication of the depth below ground elevation

(see also chapter 6.4.2 daily logs).

The initial and final groundwater elevation, if significantly different, as well as any addi-

tional groundwater horizons identified shall be presented in the borehole logs.

6.2.5 Sampling

Sampling of soil, rock and water shall be carried out according to ASTM D213 and ASTM

D4220.

Contractor has to make sure that sufficient soil sampling material is taken from trial pits and boreholes to carry out all laboratory tests specified in this document according to the

applicable standards.

Size of samples shall be large enough so that retain samples will be still available after

completion of laboratory testing.

In case cohesive soils will be encountered special emphasis shall be placed on taking undisturbed samples which are necessary for soil mechanical tests such as triaxial tests

and consolidation tests.

6.2.6 Soil/Rock Samples

Disturbed samples shall be taken at each change in strata or at every approx. 4 m depth of borehole, whichever is the lesser. Disturbed samples shall be taken from borehole

cores, SPT split-spoon sampler and from trial pits. Special care shall be taken on the

amount of sampling material necessary for the specified laboratory tests.

Undisturbed samples of cohesive soil shall be taken from boreholes at each change in strata or at approx. 9 m centres. Undisturbed sampling of cohesive soils shall be per-

formed according to ASTM D1587. Sample diameter has to be at least 100 mm, the

lengths minimum 2 times the diameter. Three times the diameter is recommended.

The size of sample material has to be sufficient to commence laboratory tests in an ap-

propriate manner and to keep retain samples.

Preservation and transport of samples shall be in accordance with the relevant ASTM

standard. Preservation of samples shall be carried out immediately after sampling in or-

der to preserve sample quality. In the time between sampling and transport to the labora-tory the samples shall be stored in a shady, dry place (preferably an air-conditioned

room) to preserve sample quality.





6.2.7 Groundwater Samples

Samples of groundwater shall be taken if groundwater is encountered within the bore-holes. Samples from boreholes shall be taken after the groundwater has been cleared by

pumping to avoid a negative influence from drilling works.

Water samples shall be filled into clean containers that shall be provided by the analys-

ing laboratory. Inappropriate sample containers will be rejected.

6.2.8 Logging

Logs of drillings have to be made according to ASTM D5434.

6.2.9 Photo Documentation

Coloured photos shall be taken from all recovered core samples. Each photo (minimum

camera resolution 6 megapixel – photos in best quality) shall include a label indicating the title of the drilling and sample, a scale, a colour bar, and depth of the sample at each

side of the core box. The photos shall be taken vertically down on the samples to avoid

distortion. The light conditions shall be carefully chosen to avoid over- / underexposure or shadow. The photos shall be submitted in hard copy and digital format (.jpg) on CD.

Photos of poor quality will not be accepted.

6.2.10 Standard Penetration Test (SPT)

SPT shall be carried out in all bore holes in soil up to the full depth of boring at 2 m cen-tres. In case a SPT cannot be conducted in a borehole at the desired depth, the Contrac-

tor shall identify and remediate the problem and conduct another test immediately below

the desired depth.

The test shall be carried out according to ASTM D1586.

6.2.11 Dynamic Probing Super-Heavy (DPSH)

The test shall be carried out according to BS EN ISO 22476-2 (DPSH).

6.2.12 Screw Plate Load Test

14 screw plate load test setups with an average depth of 4 m shall be performed. Tests

shall be performed every 1 m in the borehole. The first test shall be performed at

depth=1 m below ground surface, the last test in depth=4 m below ground surface.

A total of 56 tests shall be performed.

Depending on the soil layers encountered during the screw plate load test, the depth and

number of screw plate load tests can be increased optionally.





The boreholes produced by the screw shall be backfilled immediately after performance

of the tests. For backfilling, the natural soil furthered by the screw shall be used.

The tests shall be carried out according to American Standard STP 38477S

6.2.13 Soil Resistivity Measurements

Soil resistivity measurements shall be carried out with the Wenner 4-electrode method.

The tests shall be carried out according to ASTM G57 – 95a.

6.3 Specification of Laboratory Tests

6.3.1 Unit Weight

Tests shall cover the total depth of the investigations. Tests shall be applied to all char-

acteristic soil layers.

The tests shall be carried out according to ASTM D4254.

6.3.2 Natural Moisture Content


acteristic soil layers.


6.3.3 Particle Size Distribution


acteristic soil layers. The test shall include both sieve and hydrometer tests.

The tests shall be carried out according to ASTM D422 and ASTM D1140.

6.3.4 Atterberg Limits

The test shall include Liquid limit (LL), Plastic limit (PL) and plasticity index (PI). Tests

shall cover the total depth of the investigations. Tests shall be applied to all characteristic

soil layers.


6.3.5 Organic Matter Content


acteristic soil layers, especially cohesive material.

The tests shall be carried out according to AASHTO T267.





6.3.6 Clay Mineral Analysis

If clay is encountered, clay mineral analyses have to be carried out at representative

samples.


acteristic soil layers and an assessment of potentially swelling clay minerals shall be

made.

The clay mineral analyses shall be carried out by means of X-ray diffractometry.

6.3.7 Swelling Tests

If clay is encountered, swelling tests have to be carried out at representative samples.


acteristic soil layers containing cohesive material.


6.3.8 Consolidation Tests

Depth of samples shall be distributed lower than foundation level of the planned con-structions and cover the total depth of the investigations. Tests shall be applied to all

characteristic soil layers.


6.3.9 Compaction Tests

Compaction tests with determination of dry unit weight and optimum moisture content. The test shall be applied to excavation material for use as back fill and to excavation ma-

terial used for construction of bund walls. Samples for testing shall be taken equal to or

higher than foundation level. Tests shall be applied to all characteristic soil layers in this

section.


6.3.10 Direct Shear Tests (effective shear parameters)

Depth of samples shall cover the total depth of the investigations. Tests shall be applied

to all characteristic soil types.

The tests shall be carried out according to ASTM D6528 for cohesive soils and according

to ASTM D3080 for non-cohesive soils.





6.3.11 Triaxial Compression Tests

Depth of samples shall cover the total depth of the investigations. Tests shall be applied

to all cohesive soil types.

The tests shall be carried out according to ASTM D4767 (consolidated-undrained).

6.3.12 Unconfined Compression Tests

If soils of high cohesion and/or rock are encountered unconfined compression tests shall

be carried out. The tests shall be carried out in a way that the Poisson ratio is also de-termined with the test. Depth of samples shall cover the total depth of the investigations.

Tests shall be applied to all characteristic rock types and soils of high cohesion.

The test shall be carried out according to ASTM D2166 for cohesive soils and according

to ASTM D7012 for rock.

6.3.13 Poisson Ratio

Poisson ratio shall be determined by means of:

• Unconfined compression tests (rock)

• Empiric estimations (soil)

6.3.14 Water Chemical Analyses (optional)

If groundwater is encountered in a borehole chemical analysis shall be carried out. The

investigations shall include:

• In-situ measurement of electrical conductivity, water temperature and pH-

value

• Laboratory determination of steel and concrete aggressiveness of ground

water (according to DIN 4030-1 and DIN 4030-2).

6.3.15 Soil Chemical Analyses

On selected soil samples, chemical analyses of soil aggressiveness to steel and con-

crete shall be carried out.

Chemical analyses of soil corrosivity on metals shall be carried out according to ASTM

G162. Chemical analyses on soil aggressiveness to concrete shall be carried out accord-

ing to DIN 4030-1 and 4030-2.





6.4 Report and Recommendation

6.4.1 General

All submitted reports shall be in English language.

The SI units of measurement system shall be used exclusively.

6.4.2 Daily Logs

The Contractor shall keep daily records of the activities on site. One log shall be kept per

drilling / screw plate load test / sounding and other field exploration / testing activity per day. The logs shall be available on site and shall be submitted on a weekly basis to the

Client (see chapter 6.4.3).

The log shall contain in minimum the following information but must not be limited to:

1. Project, title and location of drilling, sounding or any other exploration / test

2. Date, time of start and time of closure

3. Weather conditions

4. Drilling rig, sounding rig and any other exploration/testing equipment

5. Operators

6. Drilling depth at the beginning and at the end of the day

7. Position of the casing at the beginning and at the end of the day

8. Depth of the screw plate load test and number of tests performed

9. Initial groundwater elevation encountered in the borehole or screw plate load test

10. Groundwater elevation at the beginning and at the end of the day

11. Additional groundwater observations during the day: type and depth

12. Final groundwater elevation upon completion of the borehole

13. Conducted tests and testing depth

14. Samples: sample description and sampling depth

15. Problems / incidents / still stand occurring during the day

All daily reports per boring, sounding or any other exploration / test shall be numbered

consecutively. A blueprint of the daily log shall be submitted to the Client for review, prior

to the commencement of any investigation works on site.

6.4.3 Weekly Reports

Weekly reports shall include in minimum the following:





• Complete daily reports of each BH, DPSH, SPLT of the previous week

• Borehole logs in accordance with ASTM D5434

• Written progress reports including summary of work completed, description of un-usual or unanticipated conditions encountered, assessment of adequacy

of work scope and any recommended modifications, and statement of pro-

gress related to the planned schedule. This shall also include all laboratory

works.

• Reasons if progress in the field and laboratory work is slower than originally

planned, and steps taken to make up the lost time.

A blue print of the weekly report shall be submitted to the Client for review prior to the

commencement of the soil investigations.

The Contractor shall submit a soft copy in .pdf format of the draft report. All coloured

drawings and photos shall be submitted as coloured copy.

6.4.4 Draft Factual Report

The draft factual report summarizing all field works and preliminary results shall be sub-

mitted 1 week after finalization of the field works. The draft factual report shall include in

minimum the following content but is not limited to:

• Summary of all conducted field work

• Geological cross sections including spatial distribution of soil / rock layers,

groundwater table, boreholes

• Final logs of drillings including SPT results, and other field exploration / test-

ing activity (DPSH, SPLT), containing all field log information

• Presentation of the in-situ test results in tables and graphs including soil

classification (according to ASTM D2487).

6.4.5 Preliminary Report for the Tank Area

The design of the storage tanks foundation is on the critical time path. Therefore it is

necessary get information needed for the design of the tanks foundation as quick as possible. The preliminary report for the tank area shall include in minimum the following

content but is not limited to:

• Final logs of drillings including SPT results, and logs of DPSH at the tank ar-

ea (BH01, BH06, BH11, BH16, BH21, BH26 and DPSH01 – DPSH24)

• Records, tables and graphs of laboratory tests done on samples taken at the

tank area (from the boreholes: BH01, BH06, BH11, BH16, BH21 and BH26)





• Presentation of the test results in tables and graphs including soil classifica-

tion (according to ASTM D2487)

• Geological cross sections below the tanks including spatial distribution of soil

/ rock layers, groundwater table, boreholes, geotechnical parameters etc.

• Characteristic geotechnical soil parameters (strength and stiffness proper-

ties) for each soil / rock layer encountered at the tank area.

6.4.6 Final Report

The final report shall consist of two parts and shall include in minimum the following con-

tent but is not limited to:

Part one: Geotechnical Data Section:

• Brief description of the applied methodology

• Summary of all conducted field work and laboratory testing

• Presentation of the test results in tables and graphs including soil classifica-

tion (according to ASTM D2487), grading curves, water levels

• Test results shall be grouped according to the geotechnical relevant soil lay-ers. All individual soil / rock layers shall be characterized with in-situ and la-

boratory test geotechnical parameters

• Final logs of drillings including SPT results, and other field exploration / test-

ing activity (DPSH, SPLT), containing all field log information plus results of analysis, laboratory descriptions of samples as determined by the Contractor,

and shall include technical information concerning the lithology, mineralogical

composition, groundwater elevation and structural relations of soils and rocks

• Records, tables and graphs of all laboratory tests

• Geological cross sections including spatial distribution of soil / rock layers,

groundwater table, boreholes, geotechnical parameters etc.

• Photo documentation including all coloured photos of the borehole core sam-

ples and the investigation site

• Map of all investigation locations (drillings, probing, any other tests) with ad-

equate titles for identification

• Other environmental information such as prevailing wind direction and wind

velocities, level seismic hazard, peak ground acceleration and velocity etc.

Part two: Geotechnical Interpretative Section:

• Recapitulating description of all findings





• Comprehensive description of the geological / geotechnical / hydrogeological

conditions

• Comprehensive description interpretations / conclusions and recommenda-

tions

• Geological / geotechnical / hydrogeological cross sections.

On the basis of a comprehensive description of the geological / geotechnical / hydrogeo-

logical conditions, engineering recommendations have to be developed. In order to guide the geotechnical design for the foundations and earth works of the proposed facilities the

interpretative part of the draft / final report shall comprise of the following results:

• Characteristic geotechnical soil parameters for each soil / rock layer

• Estimation of load bearing capacity of soils

• Estimation of settlement behaviour of soils

• Evaluation of chemical aggressiveness of soil/groundwater to concrete and

buried constructions

• Coefficient of sliding – concrete to soil

• Active, passive and at rest soil pressure coefficients

• Permeability of surface soak-aways

• Evaluation of collapse and swelling potential of soils

• Evaluation of the suitability of the on-site excavated material for structural fill, pipe bedding, bund wall, drainage layers etc. including lift depth and methods

of compaction and potential for use as concrete aggregates.

The Contractor shall submit five hard copies and one electronic copy (in .pdf format on

CD) of the final report. Submitted electronic copy/data shall have the same structure as

the hard copy.

All coloured drawings and photos shall be submitted as coloured copy. In addition all

drawing shall be submitted in .dwg format, all photos in .jpg format and all data and anal-

ysis of field, in situ and laboratory tests in .xls format.





7 SCHEDULE

7.1 General

The Contractor shall prepare a detailed schedule for performing the work on site and in

the laboratory. The plan shall be reviewed and approved by the Client.

The field works shall be performed and finalized within a time span of 6 weeks.

A Draft Factual Report summarizing all field works and preliminary results shall be sub-

mitted 1 week after finalization of the field works.

All deliverables including the Final Report shall be submitted 2 weeks after submittal of

the Draft Factual Report.

7.2 Investigation in the Tank Area

The design of the storage tanks foundation is on the critical time path. Therefore it is nec-essary get information needed for the design of the tanks foundation as quick as possible. For this reason the sequence of works shall be as follows:

1) Execute one borehole per tank (BH01, BH06, BH11, BH16, BH21, BH26)

and DPSH01-DPSH24

2) Then execute the remaining boreholes for each tank

3) Start with the laboratory tests on samples taken from the boreholes BH01,

BH06, BH11, BH16, BH21, BH26 immediately

4) Supply the results in the preliminary report for the tank area in the extend as

specified in the chapter 6.4.5.

The preliminary report for the tank area shall be submitted within two weeks after enter of

the contract.





8 BILL OF QUANTITIES

8.1 Bill of Quantities / Unit Prices

Item Description Unit Unit Price in JD

Quantity Total Price in JD

0.0 Installation of Construc-tion Site

0.1 Installation of building site

as pointed out in chapter

6.2.1

pcs. 1

1.0 Field Work

1.1 Drilling in soil and weath-

ered rock

1.1.1 Rotary core drilling with casing in soil and weath-

ered rock, core diameter

min. 100 mm, depth from

0 to 10m

m 370

1.1.2 Rotary core drilling with

casing in soil and weath-

ered rock, core diameter min. 100 mm, depth from

10 to 20m

m 320

1.1.3 Rotary core drilling with casing in soil and weath-

ered rock, core diameter

min. 100 mm, depth from

20 to 30m

m 180

1.1.4 Rotary core drilling with

casing in soil and weath-

ered rock, core diameter min. 100 mm, depth from

30 to 40m

m 30







1.2 Storage of borehole cores

in wooden core boxes

m 900

1.3 Borehole backfill

1.3.1 Borehole backfill and seal-

ing with earth material

m 900

1.3.2 Borehole backfill and seal-ing with concrete grout

(optional)

m³ 1

1.3.3 Borehole backfill and seal-ing with bentonite pellets

(Compactonite) (optional)

m³ 1

1.4 SPT pcs. 450

1.5 DPSH

1.5.1 DPSH depth from 0-10m m 440



1.6 Screw Plate Load Test in

average 4 m deep includ-

ing backfill, testing interval

1 m

pcs. 14

1.7 Excavation of Trial pits in

average 4 m deep includ-

ing backfill

pcs. 4

1.8 Survey







1.8.1 Survey of drillings and

DPSH, accuracy +/- 0,01 m in position and

elevation respectively

pcs. 81

1.8.2 Survey of trial pits and

screw plate load tests by

means of handheld GPS

pcs. 17

1.9 Sampling

1.9.1 Disturbed samples pcs. 200

1.9.2 Undisturbed samples pcs. 100

1.9.3 Water samples pcs. 30

1.10 Soil resistivity measure-

ments

pcs. 11

2.0 Laboratory Tests

2.1 Unit weight pcs. 90

2.2 Natural Moisture Content pcs. 90

2.3 Particle size analysis

(sieve and hydrometer)

pcs. 90

2.4 Atterberg limits (LL,PL,PI) pcs. 30

2.5 Organic matter content pcs. 20

2.6 Clay mineral analysis (X-

ray diffractometry) pcs. 15

2.7 Swell or Settlement Poten-

tial of Cohesive Soils

pcs. 15

2.8 Consolidation test pcs. 40

2.9 Compaction test / Opti-

mum moisture content test pcs. 15







2.10 Consolidated Undrained

Direct Shear test on Cohe-

sive Soils

pcs. 40

2.11 Direct Shear test of Soils

under Consolidated

Drained Conditions

pcs. 40

2.12 Triaxial Compression test

(consolidated, undrained)

on Cohesive Soil

pcs. 30

2.13 Unconfined compressive

strength on Cohesive Soil pcs. 30

2.14 Unconfined compressive

strength on Rock

pcs. 30

2.15 Water chemical analysis (standard parameters ac-

cording to national Stand-

ard of Jordan) (optional)

pcs. 15

2.16 Water chemical analysis

on steel aggressiveness

(optional)

pcs. 15

2.17 Water chemical analysis on concrete aggressive-

ness (optional)

pcs. 15

2.18 Soil chemical analysis on

steel aggressiveness pcs. 15

2.19 Soil chemical analysis on

concrete aggressiveness

pcs. 15

3.0 Report and recommen-dation

3.1 Weekly reports pcs. 6

3.2 Preliminary report for the

tank area

1







3.3 Draft Factual Geotechnical

Investigation Report

pcs. 1

3.4 Final report pcs. 1

4.0 Costs on hourly base

4.1 Site geologist h 1

4.2 drilling operator h 1

4.3 labourer h 1

4.4 Laydown time of drilling /

sounding / excavator oper-

ator including staff

h 1





Appendix 1: Plot Plan - Investigation Locations

Documents

Geotechnical Investigation Specification