SITE INVESTIGATION FOR EIS REBAR MILL PLANT …datastore.esi-steel.com/HSM Storm Drain Pipework -...

SITE INVESTIGATION FOR EIS REBAR MILL PLANT MUSSAFAH, ABU DHABI, UAE S05000249

FOR

ENGINEERING CONSULTANTS GROUP

ABU DHABI

OCTOBER 2005

M/S. ENGINEERING CONSULTANTS GROUP 31 October 2005 Tel. 02-6728007 S05000249 Fax 02-6728012 Abu Dhabi, UAE

SUBJECT: SITE INVESTIGATION FOR EIS REBAR MILL PLANT MUSSAFAH, ABU DHABI, UAE

Dear Sirs, ARAB CENTER FOR ENGINEERING STUDIES (ACES) is pleased to submit this report of the geotechnical investigation for the above subject site. This investigation was carried out according to your confirmation letter, fax message AD16611 dated 25th September 2005. This report presents the results of the field and laboratory investigations, geotechnical analysis and interpretation of the findings, and the conclusions and recommendations to aid the design and construction of the foundations. In the event that additional information or clarifications are required, please contact our office at your convenience. We would like to take this opportunity to thank you for your confidence and look forward to be of service to you in the near future.

Sincerely yours, ARAB CENTER FOR ENGINEERING STUDIES

Eng. Yousef Marei Manager

Abu Dhabi Em. Branches nora TL , Page 1 of 1 Written By: Dr. Moh’d. Checked By: Eng. Farid Approved By: Eng. Yousef

S05000249 TOC, Page 1/3

TABLE OF CONTENTS Page Transmittal letter........................................................................…………………………………………...........TL Table of Contents...........................................................................................................................................TOC 1.0 INTRODUCTION ...............................................................................................................................1

1.1 Purpose of Study .................................................................................................................1

1.2 Scope of Works....................................................................................................................1

2.0 PROJECT DESCRIPTION ................................................................................................................1

3.0 SITE DESCRIPTION .........................................................................................................................2

4.0 PREVAILING WEATHER CONDITIONS...........................................................................................2

6.0 FIELD EXPLORATION AND LABORATORY TESTING ...................................................................4

6.1 Field Exploration ..................................................................................................................4

6.1.1 Drilling ....................................................................................................................4

6.1.2 Sampling from Boreholes .......................................................................................5

6.1.3 Field Testing in Boreholes......................................................................................5

6.2 Laboratory Testing ...............................................................................................................6

7.0 SURFACE AND SUBSURFACE CONDITIONS................................................................................7

7.1 Ground Materials .................................................................................................................7

7.2 Materials Physical and Mechanical Properties ....................................................................7

7.3 Materials Chemical Properties .............................................................................................7

7.3.1 Sulphate Content....................................................................................................7

7.3.2 Chloride Content ..................................................................................................14

7.3.3 pH Value...............................................................................................................15

7.3.4 Cases of Chemical Attack ....................................................................................15

7.4 Ground Water and Cavities................................................................................................16

8.0 GENERAL DISCUSSION FOR THE CHOICE OF SUITABLE FOUNDATIONS.............................18

8.1 Footings on Sand...............................................................................................................18

8.1.1 General.................................................................................................................18

8.1.2 Consideration of Settlement .................................................................................18

8.1.3 Consideration of Bearing Capacity.......................................................................18

8.2 Choice of the Type of Foundations ....................................................................................19

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TABLE OF CONTENTS (Cont'n.)

Page 9.0 CONCLUSIONS AND RECOMMENDATIONS ...............................................................................20

9.1 Shallow Foundation on Improved Ground by Vibro-replacement or Dynamic Compaction Techniques ........................................................................................................................20

9.2 Deep Foundations (Piles) (Alternative 2) ...........................................................................21

9.3 Earth Pressure And Soil Parameters .................................................................................25

9.4 Drainage ............................................................................................................................27

9.5 Dewatering.........................................................................................................................27

9.6 Excavation Method ............................................................................................................28

9.7 Excavation Side Slopes and/or Lateral Support System ...................................................28

9.8 Backfill Material and Compaction Criteria ..........................................................................28

9.8.1 Structural Fill ........................................................................................................29

9.8.2 General Fill ...........................................................................................................29

9.9 Concrete ............................................................................................................................29

9.10 Tectonics of the Southeast Region of the Arabian Peninsula............................................30

9.11 Seismicity and Earthquake Area of the Southeast Region of the Arabian Peninsula ........30

9.12 Ground Shaking & Free Field Ground Acceleration...........................................................34

9.13 Liquefaction........................................................................................................................34

9.14 Densification ......................................................................................................................36

9.15 Collapse Potential ..............................................................................................................36

9.16 Inspection During Foundation Excavation .........................................................................36 IMPORTANT NOTES:……………………………………………………………………………………..37

LIST OF FIGURES

Figure No.1 Generalized Subsurface Profile AA’.....................………………………..…………………..8

Figure No.2 Generalized Subsurface Profile BB’.....................………………………….………………..9

Figure No.3 Generalized Subsurface Profile CC’.....................…………………………………………..10

Figure No.4 Generalized Subsurface Profile DD’.....................…………………………………………..11

Figure No.5 Generalized Subsurface Profile EE’.....................…………………………………………..12

Figure No.6 Major Faults in the S.E. Region of the Arabian Peninsula……………………….…………31

Figure No.7 Seismicity Affecting the S.E. Region of the Arabian Peninsula………………….…..…….32

Figure No.8 Earthquake Area in the S.E. Region of the Arabian Peninsula………………….……..….33

Figure No.9 Average Values of Maximum Accelerations in Rock……………………………….……….35

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TABLE OF CONTENTS (Cont'n.)

Page

LIST OF TABLES

Table No.1 Coordinates, Existing Ground Levels & Drilled Depth of Boreholes………………….……4

Table No.2 Ground Water Depth & Level …………………………………………………………………17

Table No.3 Estimated Ultimate Skin Friction……………………………………………………………..22-24

Table No.4 Estimated Ultimate End Bearing Capacity……………………………………………….….22-24

Table No.5 Calculated Allowable Working Loads………………………………………………………..22-24

Table No.6 Calculated Ulitmate Uplifting Resistance…………………………………………………....22-24

Table No.7 Earth Pressure Parameters …………………………………………………………………..27

LIST OF APPENDICES APPENDIX A SITE PLAN APPENDIX B LOGS OF BORING APPENDIX C LABORATORY TEST RESULTS

Section C-2 Unconfined Compressive Strength Test Results Section C-3 Chemical Test Results

Section C-1 Grading Curves, Atterberg Limits & Soil Classifications APPENDIX D RECOMMENDATION FOR CONCRETE APPENDIX E LITERATURE FOR PILES ON ROCK

S05000249 Page 1/37

1.0 INTRODUCTION

This report presents the results of the geotechnical investigation for proposed EIS Rebar Mill Plant at Mussafah, Abu Dhabi. 1.1 Purpose of Study

The purpose of the study is to determine the surface and subsurface conditions at the site and the physical, mechanical, chemical and electrical properties of the investigated ground in order to provide the structural engineer with sufficient information for the design of the most suitable and safe foundations and underground installations.

1.2 Scope of Works

The scope of works consists of the following:

1. Collecting information and maps particular to the site such as public services, site plan and land-use maps.

2. Making inspection visits to the site to collect information about the

present land use, surface topography, geological features and surface drainage.

3. Drilling of total twenty five (25 Nos.) on land boreholes, in-situ testing

and sampling of disturbed and undisturbed samples. 4. Carrying out necessary laboratory tests. 5. Performing engineering analysis of field and laboratory findings. 6. Developing conclusions and recommendations for foundations design

and construction. 7. Reporting.

2.0 PROJECT DESCRIPTION The proposed project is construction of EIS Rebar Mill Plant which consists of

receiving area, storage area and warehouse.

The preliminary design of the structural system consists of reinforced concrete and steel elements.

No further details about the proposed structures were available at the time of

reporting.

S05000249 Page 2/37

3.0 SITE DESCRIPTION

The site lies in Mussafah, Abu Dhabi. At the time of investigation, the site area was generally flat. Locations of boreholes were determined by M/S. E.C.G. and marked on site by ACES survey team. The coordinates and levels of the drilled boreholes are presented in Table No.1.

No faults or other special geological features were observed at the site. A general site plan showing location of the boreholes within the site area are presented in Figure No.A-1, Appendix A.

4.0 PREVAILING WEATHER CONDITIONS

The site is situated in Mussafah, Abu Dhabi to the north-west direction, where a hot arid climate prevails. A hot arid climate is one where evaporation exceeds precipitation - such as rain and dewfall. This climate regime produces characteristic hot desert terrains. Average annual rainfall may only be a few centimeters (even only a few millimeters in some parts) which usually occurs seasonally and sometimes only from a single cloudburst. Summer shade temperatures are frequently in excess 40oC and humidities may be around 100%. The contrast between maximum night and day temperatures is often great. Strong persistent winds are normal in many areas. This unfavorable climate imposes adverse conditions on the concrete structures, such as: - High temperature and high seasonal changes. - Strong drying winds. - Condensation at night. - Windborne salt-laden dust. - High solar radiation.

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5.0 GENERAL GEOLOGY OF THE AREA

Abu Dhabi lies on the U.A.E. coast line and the floor of Arabian Gulf which mainly consists of extensive carbonate sediments. Fookes and Knill (1969), developed a geomorphological division of the mountain and piedmont plain of the gulf area in four sediment deposition zones. The coast line of the U.A.E. forms Zone IV, the base plain, which is mostly pleistocene or recent in age. The superficial deposits of this zone consist mainly of sand dunes, loess and evaporates together with marine sand and silts. The principal transporting agents of the environment is wind and evaporation, and rare sheet flows in some wadis. At the coastal areas the marine agencies help sort the windblown and extensive deposits of bioclastic sand, Salty coastal areas are common and they form large part of this coast line. Although wind blown material tends to predominate and great quantities of dust (silt) and sand are moved during periods of high wind, water plays an important part. Flash floods are relatively rare and any meandering stream actually reaching zone IV is usually short-lived after the downpour, but the standing water table, which may be quite near the ground surface, can dominate the desert processes, as this zone usually represents the local base level down to which wind erosion can take place. Wind erosion more or less stops when sand and silts are damp; capillary moisture movement from the water table to ground surface readily occurs if the water table is high and if continual evaporation takes place. In these conditions a thick salt crust can build up from continual precipitation of salts dissolved in the ground water even if they are in very weak dilution. Crystal of these salts are also blown by the wind and can contaminate dunes and other parts of the desert surface. Capillary moisture movements depends on many factors but it can be up to 3m-4m above the water table in fine soils. These deposits are common in desert coastal regions and particularly extensive around this coast line. Coastal salty deposits are known as `Sabkha'. The superficial deposits overlie interbedded sandstones, limestones, conglomerates, calcisiltites and siltstones.

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6.0 FIELD EXPLORATION AND LABORATORY TESTING

6.1 Field Exploration

6.1.1 Drilling

During the period from 29th September to 16th October 2005, twenty five boreholes were drilled at the site. The borehole numbers, coordinates levels and drilled depths are presented in Table No.1 below. The locations of the boreholes were determined by M/S. ECG and marked at site by ACES’s Geotechnical Survey team, as shown on the general site plan (Figure No. A-1, Appendix A). Boreholes were drilled to a maximum depth of 20.0m below the existing ground surface.

TABLE NO.1 COORDINATES, EXISTING GROUND LEVELS & DRILLED DEPTH OF

BOREHOLES

Coordinates * BH No. Easting Northing

Ground Level * (m)

Drilled Depth (m)

BH1 242766.028 2691428.441 1.884 15.0 BH2 242758.076 2691811.501 2.099 15.0 BH3 242628.537 2691620.188 2.305 20.0 BH4 242503.237 2691426.931 2.267 15.0 BH5 242493.754 2691806.821 2.035 20.0 BH6 242368.600 2691613.608 2.367 15.0 BH7 242243.462 2691420.359 1.888 20.0 BH8 242233.849 2691800.266 2.231 15.0 BH9 242108.686 2691607.070 1.872 20.0 BH10 241983.598 2691413.761 2.051 15.0 BH11 241973.906 2691793.725 2.033 15.0 BH12 241798.779 2691599.208 1.939 15.0 BH13 241698.985 2691786.693 2.162 15.0 BH14 241814.586 2691369.508 2.197 15.0 BH15 241601.100 2691504.154 2.308 20.0 BH16 241534.293 2691772.482 1.977 15.0 BH17 241819.364 2691179.535 2.278 15.0 BH18 241586.148 2691303.719 2.240 20.0 BH19 241440.230 2691535.059 2.039 15.0 BH20 241374.322 2691768.490 2.327 20.0 BH21 241824.462 2690979.681 1.678 20.0 BH22 241601.348 2691098.973 1.375 15.0 BH23 241416.578 2691284.393 2.242 15.0 BH24 241300.836 2691511.528 2.183 20.0 BH25 241259.354 2691765.546 2.392 15.0

ID Easting Northing Elevation (m)

ACES-01 243353.836 2692340.193 3.105 * Coordinates and levels are reference to New Abu Dhabi Datum (NADD) AT Point

No. ACES-01.

S05000249 Page 5/37

The drilling was executed by PILCON IV, ARDCO II, MOBILE III and ANOHR type drill rigs using rotary coring equipment with mud circulation to retain the sides of the boreholes. The borehole logs are presented in Appendix B.

6.1.2 Sampling from Boreholes

Undisturbed, disturbed and split spoon samples were obtained from the boreholes. Disturbed samples using a split barrel tube sampler were obtained at 1.0m depth interval starting from 1.0m below ground then every 1.5m below 3.0m depth. Undisturbed rock samples were obtained using double tube core barrel 76mm inside diameter. The samples recovered were examined, described and classified by ACES geotechnical engineer, placed in proper sequence in wooden boxes and were taken to ACES laboratories for testing. The moist samples were placed in waterproof plastic bags before being placed in wooden boxes.

6.1.3 Field Testing in Boreholes

Standard Penetration Tests (S.P.T.) were performed at every 1.0m to 1.5m interval in the boreholes to obtain approximate consistencies and relative densities of the ground materials. The tests were performed in accordance with: - B.S. 1377 : Part 9 : 1990, `Determination of Penetration Resistance

Using Split-Barrel Sampler (SPT)'.

The test results are shown on the boring logs at the depths of the tests. The Standard Penetration Test is defined in the legend to boring logs, attached at the end of this report. Interpretation of the test results are also given in the legend.

S05000249 Page 6/37

6.2 Laboratory Testing

In order to determine the physical, mechanical and chemical properties of the ground materials, laboratory tests were performed on selected samples from boreholes. The following tests were performed according to American Society For Testing and Materials (ASTM) and/or British Standard (BS):

1. ASTM D 2216-98, `Laboratory Determination of Water (Moisture)

Content of Soil, Rock and Soil Aggregate Mixtures'.

2. ASTM D 422-98, `Particles-Size Analysis of Soils'.

3. ASTM D 4318-00, `Liquid Limits, Plastic Limit and Plasticity Index of Soils'.

4. ASTM D 2938-95, 'Test For Unconfined Compressive Strength of

Intact Rock Core Specimens'.

5. B.S. 1377 : Part 3 : 1990, Amd. 9028-96, `Determination of Sulphate Content of Soils and Ground Water', Clause 5.3 & 5.5 for Soil and Clause 5.4 & 5.5 for Ground Water.

6. B.S 1377 : Part 3 : 1990, Amd. 9028-96, Test 7 `Determination of the

Chloride Content', clause 7.2. 7. ASTM D 512-89 (99), Test Method B, ‘Chloride Ion in Water’. 8. B.S. 1377 : Part 3 : 1990, Amd. 9028-96, Test 9, ‘Determination of the

pH Value’.

The test results are summarized in Appendix C.

S05000249 Page 7/37

7.0 SURFACE AND SUBSURFACE CONDITIONS

7.1 Ground Materials

The twenty five boreholes drilled show that there are general similarities and continuities of the subsurface materials encountered, in spite of some local variations.

Generalized Subsurface Profiles AA’ through EE’ are presented in Figures No. 1 through 5. The locations of the lines are shown on Figure No. A-1, Appendix A. The profiles were constructed by direct interpolation between the materials encountered in the boreholes. The geologic description of the ground materials encountered at the site, the depths at which they were encountered and the field test results are presented in the subsurface profiles shown in Figures No. 1 through 5 and logs of boring in Appendix B.

7.2 Materials Physical and Mechanical Properties

The laboratory test results for the various ground materials encountered at the site are presented in Appendix C. The sieve analysis and the Atterberg Limits test results are used to classify the soils according to ASTM D 2487 "Unified Soil Classification System" whereas the tables given in the legend to boring logs in Appendix B, are used to describe the relative density of the coarse grained soils, consistency of fine grained soils and the quality and strength of the rocks. Engineering classifications and descriptions are also presented in the logs of borings.

Further information about the materials encountered and their physical and mechanical properties can be obtained from Appendix C.

7.3 Materials Chemical Properties

7.3.1 Sulphate Content

The Sulphate content expressed as sulphur trioxide (SO3) for the soil and water samples tested from boreholes, are shown in Table No. C-3-1, Appendix C, Sec.C-3. Sulphate attack to concrete, is a well documented phenomena and is caused by the presence of the high sulphate content either by the ingress from the sulphate of the surrounding environment such as foundations soils, or by the presence of sulphate in the concrete ingredients such as the sand or aggregate, or both. The attack results in a considerable internal expansion which may lead to crack and disintegration of the concrete.

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

SPT Standard Penetration Test

MUSSAFAH, ABU DHABI, UAEEIS REBAR MILL PLANT

FIG. No.1: SUBSURFACE PROFILE AA'

Ele

vatio

n (m

) Rel

ativ

e to

New

Abu

Dha

bi D

atum

Page 8/37

Mudstone

Sandstone

Calcarenite

Crystalline Gypsum

UCS

TCR Total Core Recovery

SCR Solid Core Recovery

RQD Rock Quality Designation Clayey Sand

Silty Sand/Poorly Graded Sand with Silt

Fill Material

Sandy Lean Clay/Lean Clay with Sand

Silty Clayey Sand

Unconfined Compressive Strength

S05000249

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

14.3

14.6

16.1

19

1/45cm

1

29

45

50/13cm

50/11cm

80 / 45 / 20

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH11

13.8

12.9

15.7

1/30cm

1

22

16

26

33

48

80 / 60 / 25

70 / 60 / 20

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH13

13.1

15.1

15.6

2

1/30cm

15

18

23

34

45

75 / 62 / 45

97 / 77 / 55

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH16

13.4

15.8

2

2/50cm

2

27

30

28

33

52 / 15 / 10

70 / 38 / 22

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH2

16.1

18.4

39.1

111.9

12

4

6

16

27

35

45

70 / 50 / 15

72 / 65 / 21

75 / 65 / 25

50 / 30 / 23

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH20

25.2

19.8

26.8

8

2

1

13

25

30

37

73 / 60 / 30

90 / 65 / 34

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH25

15.1

15.6

18.7

73.6

8

1/45cm

1/30cm

27

36

50/13cm

50/11cm

85 / 65 / 38

85 / 77 / 47

80 / 70 / 30

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH5

59.3

62.2

39.8

26

1/45cm

1/30cm

20

42

50/12cm

50/9cm

85 / 40 / 35

50 / 30 / 10

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH8

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4



FIG. No.2: SUBSURFACE PROFILE BB'

Ele

vatio

n (m

) Rel

ativ

e to

New

Abu

Dha

bi D

atum

Crystalline Gypsum

Mudstone

Sandy Lean Clay/Lean Clay with Sand

Sandstone

UCS



RQD Rock Quality Designation Clayey Sand


Fill Material

Fat Clay

Silty Clayey Sand

Calcarenite

Unconfined Compressive Strength

S05000249 Page 9/37

45.1

40.4

51.2

12

2

25

19

23

34

39

75 / 50 / 30

78 / 61 / 29

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH12

12.2

16.9

37.4

12.5

79.7

11

2

8

13

24

35

46

45 / 35 / 14

82 / 78 / 48

92 / 60 / 27

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH15

11.6

39.3

16.0

1

15

20

21

31

39

46

70 / 45 / 20

90 / 88 / 40

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH19

16.5

14.5

71.5

93.0

16

5

8

27

28

38

45

90 / 75 / 25

72 / 30 / 15

85 / 40 / 21

85 / 80 / 45

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH24

13.4

14.1

52.1

23

2

5

12

31

50/10cm

50/9cm

80 / 60 / 40

82 / 73 / 50

84 / 75 / 39

80 / 70 / 31

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH3

16.6

12.7

20.5

8

4

3

10

20

50/11cm

50/8cm

92 / 80 / 33

88 / 48 / 15

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH6

16.4

13.1

13.9

20.9

37.1

23

1/45cm

2

24

38

50/10cm

50/12cm

85 / 55 / 40

95 / 88 / 73

75 / 45 / 18

78 / 48 / 30

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH9

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4



FIG. No.3: SUBSURFACE PROFILE CC'

Ele

vatio

n (m

) Rel

ativ

e to

New

Abu

Dha

bi D

atum

Mudstone

Silty Clayey Sand

Fat ClayUCS



RQD Rock Quality Designation Crystalline Gypsum

Clayey Sand

Fill Material

Silty Sand/Poorly Graded Sand with SiltUnconfined Compressive Strength

S05000249 Page 10/37

12.6

24.8

12.5

22

4

13

32

42

50/12cm

50/10cm

75 / 50 / 20

75 / 50 / 20

90 / 70 / 55

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH1

13.4

16.0

27.0

2

1/30cm

23

12

19

23

30

33

70 / 50 / 22

90 / 40 / 12

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH10UCSSPT

(N)TCR/SCR/RQD

(kg/cm2)

BH14

15.9

13.1

11

1/30cm

12

12

20

27

35

39

70 / 40 / 20

95 / 95 / 85

17.1

64.4

27.4

27.9

91.7

11

1

10

14

21

25

42

85 / 60 / 30

87 / 68 / 28

85 / 60 / 25

75 / 60 / 35

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH18

18.5

35.1

31.3

1/30cm

10

19

20

26

33

41

70 / 55 / 25

80 / 65 / 30

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH23

16.1

19

16

4

27

18

16

50/13cm

50/10cm

95 / 80 / 37

95 / 40 / 10

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH4

14.9

13.5

16.1

12.1

34.0

22

2

2

19

31

47

50/12cm

85 / 70 / 35

80 / 62 / 48

80 / 70 / 32

60 / 45 / 10

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH7

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4



FIG. No.4: SUBSURFACE PROFILE DD'

Ele

vatio

n (m

) Rel

ativ

e to

New

Abu

Dha

bi D

atum

Mudstone

Silty Clayey Sand

Sandstone

Fat Clay

UCS



RQD Rock Quality Designation Crystalline Gypsum


Fill Material

Clayey SandUnconfined Compressive Strength

S05000249 Page 11/37

13.4

16.0

27.0

2

1/30cm

23

12

19

23

30

33

70 / 50 / 22

90 / 40 / 12

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH10

12.9

50.6

19

4

10

14

30

35

40

73 / 60 / 25

70 / 30 / 05

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH22

59.3

62.2

39.8

26

1/45cm

1/30cm

20

42

50/12cm

50/9cm

85 / 40 / 35

50 / 30 / 10

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH8

13.1

13.9

20.9

37.1

23

1/45cm

2

24

38

50/10cm

50/12cm

85 / 55 / 40

95 / 88 / 73

75 / 45 / 18

78 / 48 / 30

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH9

16.4

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

0.0

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4



FIG. No.5: SUBSURFACE PROFILE EE'

Ele

vatio

n (m

) Rel

ativ

e to

New

Abu

Dha

bi D

atum

Crystalline Gypsum

Mudstone

Clayey Sand

Calcarenite

UCS



RQD Rock Quality Designation Sandy Lean Clay/Lean Clay with Sand


Fill Material

Fat ClayUnconfined Compressive Strength

S05000249 Page 12/37

45.1

40.4

51.2

12

2

25

19

23

34

39

75 / 50 / 30

78 / 61 / 29

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH12

13.8

12.9

1/30cm

1

22

16

26

33

48

80 / 60 / 25

70 / 60 / 20

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH13

15.715.9

13.1

11

1/30cm

12

12

20

27

35

39

70 / 40 / 20

95 / 95 / 85

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH14UCSSPT

(N)TCR/SCR/RQD

(kg/cm2)

BH17

19.7

15.6

21.2

11

3

11

14

21

28

40

90 / 70 / 50

90 / 75 / 16

17.7

55.7

19.0

59.5

37

2

43

20

35

41

49

62 / 30 / 20

62 / 55 / 30

60 / 45 / 25

61 / 35 / 22

UCSSPT(N)

TCR/SCR/RQD(kg/cm2)

BH21

S05000249 Page 13/37

The British Code of Practice BS 5328 : Part 1 : 1990 "Guide to Specifying Concrete" have stated requirements for concrete exposed to sulphate attack, depending on the concentration of the sulphate in the surrounding soil or in water. These requirements state the type of cement to be used, the minimum cement content, and maximum free water to cement ratio. Additionally, the British Building Research Establishment (BRE), in UK have published Digest 250, "Concrete in Sulphate-bearing soils and Ground Waters" 1981, introducing slight alternatives to the requirements.

Due to the sulphate content present in ground water, this site is

classified within Class (4) as categorized in BS 5328 : Part 1. The requirements of BS 5328 : Part 1 is to use sulphate resisting portland cement or supersulphated cement with minimum cement content of 370kg/m3 and maximum free water to cement ratio of 0.45.

It should be noted however, that practical experience have indicated

that mixes having both the minimum cement content and maximum free water to cement ratio of recommended above may results in concrete of low level of workability such that full compaction to achieve dense concrete of the necessary degree of impermeability to resist as much as possible chemical attack cannot be easily achieved. It may be therefore, practical to increase the cement content while maintaining the recommended water to cement ratio in order to obtain the appropriate workability to achieve full compaction of the concrete. A copy of both BS 5328 : Part 1 requirements and BRE Digest 250, are attached to this report in Appendix E. Concrete cast in the ground will cure under the conditions normally favoured for strength development and durability provided that the temperature rise due to the heat of hydration is kept low. In the particular case of resistance to sulphate attack, a period of air curing to the structures has been shown to provide a protective layer associated by allowing the access of air to a dry concrete surface for several weeks after the normal curing schedules. Foundations and piles which have rounded edges and smooth surface are less vulnerable to attack by sulphates. (BRE Digest 363). It is emphasized however, that since good curing entails keeping the surface wet, the subsequent treatment of dry surface should be regarded as a specific secondary process.

S05000249 Page 14/37

7.3.2 Chloride Content

The chloride content for the same soil and water samples are also shown in Table No. C-3-1, Appendix C, Sec.C-3. BS 5328, Part 1 grade soils and ground water in five steps of sulphate concentration : 0.2% total sulphate SO3, or 1.0g/l in 2:1 soil water extract is considered significant. However, there is no widely accepted view on the concentration which chlorides become significant in soil or ground water, but limited experience in the Gulf region suggests it may be as low as 0.05%. Particularly in situations where alternate wetting and drying or capillary rise affect the concrete. Chlorides do not react expansively with portland cement as do sulphates. Their effect when present in concrete is to increase the risk of corrosion of embedded metals of which the greatest volume used is steel reinforcement. They can be tolerated in plain concrete, although when present in large amount some surface dampness may result, but widespread and serious damage has been caused by the use of chloride-contaminated aggregates in reinforced concrete, The corrosion products occupy more than twice the volume of steel, and their formation can be accompanied by very high tensile pressure, resulting in cracking of the concrete, frequently followed by spalling of the cover. In severe cases of corrosion there may be a reduction in section of the reinforcing bars, leading to a loss of tensile strength of the reinforced concrete. Due to the location of the project, and to the hostile climate that prevails in UAE, it is of utmost importance to ensure that the maximum limits for chlorides and sulphates in the aggregate components and in the concrete, are not exceeded. These limits must be clearly stated in the technical specifications of the project. The CIRIA Guide to Concrete Construction in the Gulf Region, 1983, recommended maximum limits of chlorides, as Cl, in the coarse and fine aggregates used for concrete as 0.03 and 0.06, respectively, and recommended maximum limits for total chloride content in concrete from all sources expressed as a percentage by weight of cement as 0.15% for reinforced concrete made with Portland cements containing less than about 4% C3A (e.g. sulphate resisting Portland cement) and 0.30% for reinforced concrete made with Portland cements containing 4% or more C3A (OPC and ASTM Type I and II usually contain more than 4% C3A). For un-reinforced concrete the limit is 0.6%.

Additionally, it is advisable that concrete cover for the steel reinforcement be increased in the members to protect the steel from the ingress of the chlorides present in the surrounding environment. Surface protection and sealing of the concrete and steel should also be considered.

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Evidences of concrete cracking and steel corrosion were observed on some of the old concrete elements existing in UAE. While corrosion can be initiated at lower chloride level in sulphate resisting portland cement concrete than in ordinary portland cement, the use of sulphate resisting portland cement blended with pozzolanic materials can reduce the risk of damage caused by the sulphate-contaminated aggregates. If chlorides are also present, the use of sulphate-resisting cement may increase the risk of corrosion of reinforcing steel. Sulphates may be present in the environment to which the concrete is exposed, often in combination with chlorides. Their main effect is on the concrete itself, where their attack leads to internal expansion and disruption. Their effect can be reduced by the use of sulphate-resisting cements, cements containing blast-furnace slag or pozzolanic, or in severe exposure conditions, by protecting the concrete by tanking. Where sulphates and chlorides occur together, (as they often do in the coastal area of UAE), problems are accentuated because sulphate-resisting cements provide less protection to steel against attack in the presence of chlorides. Current research is giving grounds of increasing concern that where sulphates and chlorides occur together, the use of sulphate-resisting cement may be inadvisable, (CIRIA Guide to Concrete Construction in the Gulf Region, 1984). Sulphate-resisting cements do not make concrete immune from sulphate attack but only make it better able to withstand moderate concentrations of sulphate since it contains less tricalcium aluminate (C3A) than OPC, to reduce the effect of the reaction between the C3A and sulphate. However, C3A can also combine with chloride which might otherwise cause reinforcement to rust.

7.3.3 pH Value

The measured pH value for the tested soil and water samples are

above 7.0 (Table No. C-3-1, Appendix C, Sec.C-3) which indicate that the soil and water samples are slightly alkaline. Therefore, no acid attack on concrete is coming from the soil or ground water.

The BRE digest 363: 1991 requires no changes in the requirements of

cement content and maximum water/cement ratio for the type of cement as long as pH values remains above 5.5.

7.3.4 Cases of Chemical Attack

Generally, where resistance is needed against sulphate attack, but there is No significant risks of chloride-induces corrosion. SULPHATE-RESISTING CEMENT to BS 4027 or ASTM Type V (i.e. cement with a maximum C3A content of 3.5 or 5.0%, respectively gives better protection.

Where improved resistance is needed against chloride corrosion of

the reinforcement, but there is No significant risks to sulphates, cement with a medium to high C3A content is preferred. OPC or ASTM Type I usually have high C3A contents and ASTM Type II usually has a medium C3A content.

S05000249 Page 16/37

Where resistance is needed against both sulphates and chlorides, concrete may need to be protected from the soil and ground water with waterproof membrane or tanking, and a compromise has to be made on the type of cement used. Generally, a cement containing at least 3.5% but not more than 9% C3A is preferred. Each situation should be considered on its merits.

However, it is advisable that the designer consult CIRIA Guide to Concrete Construction in the Gulf region, once the exposure conditions of the designed structures are finally determined, in order to determine, more accurately, the cement type (Figure 6) and range of specifications limits requirements for minimum cement content, maximum water cement ratio and minimum cover for reinforcement (Table 13). Figure 6 and Table 13 are attached to this report in Appendix D

7.4 Ground Water and Cavities

Ground water was encountered in all the boreholes. Table No.2 presents the water depth and level of the drilled boreholes. However, this depth may be subjected to tidal and seasonal variations or by induced artificial effects.

No cavities were encountered in any of the boreholes down to the drilled depths.

S05000249 Page 17/37

TABLE No. 2

GROUND WATER DEPTH & LEVEL

BH No. Water Depth (m)

Water Level * (m)

BH1 1.00 0.884 BH2 1.25 0.849 BH3 1.25 1.055 BH4 1.70 0.567 BH5 1.10 0.935 BH6 1.80 0.567 BH7 1.60 0.288 BH8 1.60 0.631 BH9 1.70 0.172 BH10 1.70 0.351 BH11 1.20 0.833 BH12 1.20 0.739 BH13 1.70 0.462 BH14 2.10 0.097 BH15 2.30 0.008 BH16 1.60 0.377 BH17 2.20 0.078 BH18 2.15 0.090 BH19 1.85 0.189 BH20 1.60 0.727 BH21 2.20 -0.522 BH22 2.30 -0.925 BH23 1.90 0.342 BH24 2.00 0.183 BH25 2.10 0.292

* Levels are reference to New Abu Dhabi Datum (NADD).

S05000249 Page 18/37

8.0 GENERAL DISCUSSION FOR THE CHOICE OF SUITABLE FOUNDATIONS

In designing foundations, the engineer must satisfy two independent foundation stability requirements, which must be met simultaneously: 1. There should be an adequate safety against shear failure within the soil mass.

(The working loads should not exceed the allowable bearing capacity of the soil being built upon).

2. The probable maximum and differential settlements of the soil under any part of

the foundations, must be limited to safe and tolerable limits. 8.1 Footings on Sand 8.1.1 General

If the site is underlain by sand, the choice of foundations depends primarily on the relative density of the sand and on the position of the water table. The relative density determined the bearing capacity and settlement whereas the position of the water table has an appreciable influences on the bearing capacity and settlement.

8.1.2 Consideration of Settlement

Unlike cohesive soils, settlement in cohesionless soil takes place during the initial application of foundation loads, is time independent, and is in most cases the governing factor in selecting design soil pressure. A one inch maximum limit of settlement in buildings is generally adopted on the premise that if the maximum settlement is restricted to this amount, the differential settlements among the footings of a given building would be within tolerable limits. A relationship was developed as early as 1948, (Terzaghi and Peck), between soil pressure to produce a given settlement (1 inch) and the N-value from the standard penetration test on the bases of general knowledge of loads, settlement and N-values of various sand supported footings.

8.1.3 Consideration of Bearing Capacity

No completely adequate vigorous theory exists for calculating the ultimate capacity of footings. However, satisfactory approximate solutions have been obtained on the basis of vigorous simplifying assumptions. Terzaghi 1948 and Meyerhof 1955 demonstrated that the bearing capacity of footings is derived from two sources: a frictional resistance due to the weight of the sand below the level of the footing and a frictional resistance due to the weight of the surrounding surcharge of backfill. The unit weight of the sand is in itself not an important variable in the determination of bearing capacity of a footing. However, if the sand is located below the free water surface, only its submerged weight is effective in producing friction and therefore the position of the water table is with outstanding practical importance in establishing the bearing capacity of footing on sand, and the bearing capacity is also greatly influences by the relative density.

S05000249 Page 19/37

The bearing solutions derived show that the ultimate bearing capacity of footings on sand depends mainly on four variables: the position of the water table, the relative density of the sand, the width of footing and depth of surcharge surrounding footing. A relationship between the N-value from that standard penetration test and bearing capacity was established, however, this relationship is approximate.

8.2 Choice of the Type of Foundations

The choice of particular type of foundation depends upon the character of the soil, the presence of ground water, the magnitude of the imposed loads, and the project characteristics. One has to choose the type of foundation which is not merely safe but also economical. For the particular case, the following prevailing load and site conditions exist:

1. The imposed loads from the expected structure on the foundation ground are expected to be light to medium.

2. Water table was encountered at measured depth ranging between 1.0m

and 2.3m below the existing ground surface (i.e. level ranged between -0.925m and 0.882m relative to NADD).

3. The materials encountered during site investigation are shown in borehole

logs, Appendix B and the subsurface profiles as presented on Figures No. 1 through 5.

4. The main feature of this site is the presence of very soft to soft/very loose

to loose layers of fine soils, which start at depth of 1.0m below existing ground surface. Thickness of these layers ranges between 1.0m and 4.0m. These layers are normally defined as over saturated very soft to soft Sandy Silty CLAY to clayey Silty SAND.

According to the above conditions, the following alternative foundation types can be used for the expected structure / facilities. Alternative 1: Shallow Foundation on Improved Ground by Vibro

replacement or by Dynamic Compaction. Alternative 2: Pile foundations.

S05000249 Page 20/37

9.0 CONCLUSIONS AND RECOMMENDATIONS According to the field and laboratory investigations, subsurface conditions,

engineering analysis and practical experience, it can be concluded that the expected facilities / structures can be satisfactorily supported by the ground at the site, provided that the following recommendations are followed: 9.1 Shallow Foundation on Improved Ground by Vibro-replacement or

Dynamic Compaction Techniques

For this site where the presence of CLAY formations are dominate at shallower depths (i.e. 1.0 to 5.0m below E.G.S.). Generally, shallow foundations are not recommended to be laid on existing ground without deep improvement. Soil replacement is considered as non-practical solution due to presence of shallow water table and variable thickness of the CLAY layers and its depth.

Deep improvement may be considered as an appropriate techniques

as following: a) Shallow Foundations on Improved Ground by Vibro-replacement

(Stone Columns) Technique:

Shallow foundations (isolated footings connected with tie beams and/or strip footings or raft foundations) can be used to support the structural loads on the improved area with vibro-replacement Stone columns technique is recommended to be used in this site in the area of relatively light structures / facilities. Vibro-replacement method is used to produce a stone column, below the ground level by sinking the vibratory device, backfilling the induced hole by adding granular materials commonly ranges in gradation from 6mm to 40mm (1/4 to 1½ inches). The distribution of these stone columns below the foundation ground (i.e. spacing, diameter and depth) shall be decided by specialist and experience contractors (normally 1.2m to 3.0m spacing, 0.5m to 0.75m diameter) to achieve the required ground bearing pressures, which could be up to 2.0kg/cm2.

b) Shallow Foundation on Improvement Ground by Dynamic

Compaction Technique

Shallow foundations (isolated footings with tie beams and/or strip footings or raft foundation) can be used to support the structural loads on the improved area by Dynamic Compaction Technique.

S05000249 Page 21/37

The Dynamic Compaction Technique is considered extension of the standard compaction test method to the field which can be used to improve both cohesive and cohesionless soils. In this procedure of site compaction a crane (usually) lifts a heavy tamper to some height and drop it unto the soil. The compaction can be achieved to a substantial depth depending on weight (or mass) of the tamper, height of fall and the type of soil.

Trial grids to be used to determine the optimum drop spacing, equipment, and number of drops. Grid spacings are commonly in the order of 1.5 to 4.0meters. The craters formed by tamping are either filled with imported borrow or the site is graded level and rolled with regular compaction equipment. Specialist contractor shall be consulted during design and construction stage. Using Dynamic Compaction Technique ground can be improved to reach a net allowable pressure up to 2.0kg/cm2. It is recommended to evaluate the effectiveness of the dynamic compaction by CPT and/or pressure meter and/or boring testing before and after compaction.

9.2 Deep Foundations (Piles) (Alternative 2)

According to the general discussion presented above and taking into consideration the type and particulars of the proposed structure, ground conditions and ground water level, pile foundations which will transmit the applied loads to a good bearing stratum are recommended.

It is considered that bored cast-in-situ piles would be suitable for the ground conditions encountered at this site.

The ultimate skin friction/adhesion for the various materials as well as the ultimate end bearing capacities at various toe depth were estimated and are presented in Tables No. 3 and 4, respectively. Accordingly, the total allowable working loads for various pile diameters were calculated considering a factor of safety of two and half (F.S. = 2.5) and are presented in Table No.5. Calculated ultimate uplifting resistance are summarized in Table No.6. For more details on design of piles on rock, refer to Appendix E.

The values in Tables No. 3, 4, 5 and 6 are estimated for preliminary design only. A detailed final design should be carried out by the structural engineer taking into consideration all possible loading conditions, which may be applied on the piles. The carrying capacity of small diameter concrete pile can be further limited by the safe working load which can be carried out by the shaft when considered as a structural member.

S05000249 Page 22/37

A. For Area Represented By Boreholes BH1 Through BH8

TABLE NO. 3A ESTIMATED ULTIMATE SKIN FRICTION

Average Level (m) Geologic Description

Ultimate Skin Friction/Adhesion

(kg/cm2) 2.1 to 1.1 Fill Materials Negligible

1.1 to -3.9 Very loose to medium dense Sandy Silty Clayey Materials Negligible

-3.9 to -8.5 Medium dense to very dense Sandy Materials Negligible

-8.5 to -10.0 Very weak MUDSTONE / SANDSTONE / CALCARENITE 2.5

-10.0 to -13.0 Weak to moderately weak MUDSTONE / Crystalline GYPSUM 3.2

TABLE NO. 4A ESTIMATED ULTIMATE END BEARING CAPACITY


Ultimate End Bearing Capacity (kg/cm2)

-9.5 to -11.0 Weak to moderately weak MUDSTONE / Crystalline GYPSUM / CALCARENITE / SANDSTONE 60


TABLE NO. 5A

CALCULATED ALLOWABLE WORKING LOADS (Factor of Safety = 2.5)

Pile Diameter (m) 0.50 0.60 0.75 0.90 1.0

Average Toe Level *

(m)

Min. Socket Length in Intact Rock Level Considering the

Most Critical Condition (m) Allowable Working Loads (tones)

-9.5 1.0 63 87 130 181 220 -10.0 1.5 71 96 141 195 236 -10.5 2.0 79 106 153 209 251 -11.0 2.5 86 115 165 223 267 -11.5 3.0 108 144 207 280 334

TABLE NO. 6A

CALCULATED ULITMATE UPLIFTING RESISTANCE (Factor of Safety = 1.0)

Pile Diameter (m) 0.50 0.60 0.75 0.90 1.0

Average Toe Level *

(m)



-9.5 1.0 45 55 72 89 101 -10.0 1.5 65 79 102 125 141 -10.5 2.0 85 103 132 161 182 -11.0 2.5 105 127 162 197 222 -11.5 3.0 130 157 200 243 273

Assumptions considered in the calculation of the pile weight & Skin friction are:

- Reinforced concrete density = 2.5 ton/m3 - Average Intact rock level = -8.5m, relative to New Abu Dhabi Datum. - The above allowable pile working loads are calculated based on geotechnical considerations only

and should therefore, be limited on the basis of structure capacity of pile. - Both negative and positive skin frictions in soil formation were ignored, as they are minors.

Note: These values are estimated for preliminary design only. A detailed final decision should be carried out by structural engineer taking into consideration all possible loading conditions which may be applied on the piles.

S05000249 Page 23/37

B. For Area Represented By Boreholes BH10, BH14, BH17, BH21 & BH22

TABLE NO. 3B ESTIMATED ULTIMATE SKIN FRICTION


Ultimate Skin Friction/Adhesion

(kg/cm2) 2.1 to 1.1 Fill Materials Negligible





TABLE NO. 4B ESTIMATED ULTIMATE END BEARING CAPACITY





TABLE NO. 5B

CALCULATED ALLOWABLE WORKING LOADS (Factor of Safety = 2.5)

Pile Diameter (m) 0.50 0.60 0.75 0.90 1.0

Average Toe Level *

(m)



-10.4 1.0 63 87 130 181 220 -10.9 1.5 71 96 141 195 236 -11.4 2.0 92 125 183 251 303 -11.9 2.5 103 137 198 269 323 -12.4 3.0 113 149 213 288 343

TABLE NO. 6B

CALCULATED ULITMATE UPLIFTING RESISTANCE (Factor of Safety = 1.0)

Pile Diameter (m) 0.50 0.60 0.75 0.90 1.0

Average Toe Level *

(m)



-10.4 1.0 45 56 73 91 103 -10.9 1.5 65 80 103 127 143 -11.4 2.0 91 110 141 173 195 -11.9 2.5 116 141 179 219 246 -12.4 3.0 141 171 217 265 297





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C. For Area Represented By Boreholes BH9, BH11, BH12, BH13, BH15, BH16, BH18, BH19, BH20, BH23, BH24 & BH25

TABLE NO. 3C

ESTIMATED ULTIMATE SKIN FRICTION Average Level

(m) Geologic Description Ultimate Skin

Friction/Adhesion (kg/cm2)

2.1 to 1.1 Fill Materials Negligible





TABLE NO. 4C ESTIMATED ULTIMATE END BEARING CAPACITY





TABLE NO. 5C CALCULATED ALLOWABLE WORKING LOADS

(Factor of Safety = 2.5) Pile Diameter (m)

0.50 0.60 0.75 0.90 1.0 Average Toe

Level * (m)



-10.0 1.5 70 95 140 193 234 -10.5 2.0 77 104 151 207 249 -11.0 2.5 85 113 163 221 264 -11.5 3.0 102 136 194 263 314 -12.0 3.5 112 147 209 280 333

TABLE NO. 6C CALCULATED ULITMATE UPLIFTING RESISTANCE

(Factor of Safety = 1.0) Pile Diameter (m)

0.50 0.60 0.75 0.90 1.0 Average Toe

Level * (m)



-10.0 1.5 62 76 98 121 137 -10.5 2.0 82 99 127 156 175 -11.0 2.5 101 122 156 190 214 -11.5 3.0 124 151 192 234 262 -12.0 3.5 148 180 228 277 310





S05000249 Page 25/37

Pile load tests are considered the most satisfactory method to assess the carrying capacity of a pile. It is therefore recommended that such tests be performed according to British Standard Code of Practice 8004 on specially constructed piles installed before the start of the general construction works during the foundation construction period. However, if pre-contract testing is carried out, significant savings may result from a more economical pile design based upon specific test data.

With any form of the pile, it is recommended that specialist contractors

are consulted as to the cost and performance characteristics of their particular form of pile with particular reference to the proposed method of installation in the ground conditions encountered at the site. The piling construction should be carried out by specialist well-experienced and equipped piling contractor, who must submit a method statement for the construction of the piles and should be requested to confirm the actual working loads for his particular piling system before foundation design is finalized, since the theoretical design methods provide an approximate working load. The contractor should also demonstrate by load test the piles performance and its load settlement characteristics.

9.3 Earth Pressure And Soil Parameters

The lateral pressures vary directly with depth in either cohesionless or cohesive soil except when the backfill supports a surcharge loading. This reflects a hydrostatic-pressure distribution, and it may therefore be considered that the lateral pressure distribution is due to a fluid of unit weight such that the total pressure for the soil and the so-called EQUIVALENT FLUID are the same. The unit weight of the equivalent fluid for cohesionless soil may be calculated as follows by means of the Rankine equations. For the resultant lateral force, write: H2 H2 P = γ K = γ′w 2 2 in which: P = resultant lateral force H = vertical height of wall K = pressure coefficient γ′w = unit weight of equivalent fluid For the active pressure case (K = Ka) 1-sin φ 1-sin φ γ′w = γ , i.e. Ka = 1+sin φ 1+sin φ

= tan2 [45-φ/2]

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For the passive pressure case (K = Kp) 1+sin φ 1+sin φ γ′w = γ , i.e. Kp = 1-sin φ 1-sin φ 1

= tan2 [45+φ/2] = Ka

For the at-rest pressure case (K = Ko) γ′w = γ (1-sin φ) * Ko = (1-sin φ) (After Jacky 1948) For the design of the thrust blocks in view of the applied thrust force; that thrust will be resisted by the sliding resistance between the base and the soil and by lateral passive pressure. Therefore, H2 Thrust resistance = f Σ v + γ Kp 2 Where: f = the sliding coefficient = tan (2/3 φ) Σ v = Summation of the dead vertical loads. Soil parameters necessary for design of foundations for the different relative densities for soil materials encountered in this investigation are summarized in Table No.7.

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TABLE NO. 7

EARTH PRESSURE PARAMETERS * (Estimated from N-values: S.P.T.)

Estimated Bulk

Density *

Estimated Angle

of Internal Friction

**

Assumed Cohesion

(C)

Earth Pressure Coefficient Soil Type

S.P.T. Range

(N=Values)

(g/cm3) (degrees) (kg/cm2)

The Sliding Coefficient

(f)

Ka Kp Ko Loose SAND 6-10 30 0.0 0.36 0.33 3.0 0.50

Medium dense SAND

10 - 20 1.700

32 0.0 0.39 0.31 3.23 0.47

Medium dense SAND

20 - 30 1.800 34 0.0 0.42 0.28 3.54 0.44

Dense SAND 30-40 37 0.0 0.46 0.25 4.0 0.40

Dense SAND 40-50

1.900 39 0.0 0.49 0.23 4.40 0.37

Very Dense SAND

>50 2.000 41 0.0 0.52 0.21 4.81 0.34

* (Adopted from Bowels, “Foundation Analysis And Design” and Practical Experience), and BS 8002. ** (After Peck, Hanson and Thornburn). Note: The above calculations are based on horizontal backfill surface and δ/φ = 0.0, as per BS 8002.

9.4 Drainage

It is recommended that proper and efficient surface drainage be provided at the location of the structures both during and after construction. Surface water should be directed away from the edges of the excavations.

9.5 Dewatering

In case of any works below water table, dewatering will be required.

Experience has shown that small close-bored excavation can be conveniently dealt with by conventional sump pumping techniques. However, if larger excavations are to stand open for considerable period, the installation of dewatering system may be required. Specialist contractors should be consulted in this regard.

Care should be taken during dewatering to ensure that fines are not removed during pumping since this could result in unpredictable settlements of the surrounding ground and associates structures.

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9.6 Excavation Method

It is expected that most of the excavation will be in the Soil formation, therefore, conventional excavation equipment such as excavators, loaders and bulldozers will be required for the excavation work. Every effort should be done to avoid soil disturbance at foundation level.

9.7 Excavation Side Slopes and/or Lateral Support System

In case of excavations below ground water level, a temporary lateral support (shoring) system must be used. Solid shoring (i.e. sheet piling) will be suitable to retain sandy materials encountered at the sites. However, in case excavation will be above water table or dewatering system is used before excavation to lower the water table level and for shallow depths, it is recommended that the ground material be cut to at a face inclination not steeper than the values given in the table below:

Material Type SPT Range Recommended Cut Slope (Horizontal : Vertical)

Very loose to loose SAND 0 - 10 2 : 1 Medium dense SAND 10 - 30 1.5 : 1

Dense SAND 30 - 50 1.3 : 1 Very Dense SAND >50 1.2 : 1 Rocky Formations - Vertical

* Rocky Formations can be cut vertically for temporary purposes. A berm with a width of approximately 1.5m should be provided at every 4m height of the slope. The areas adjacent to the top of slopes should be protected from dead, live or surcharge loads to a lateral distance not less than 0.5H (H = height of excavation).

9.8 Backfill Material and Compaction Criteria

Most of the materials which will be excavated from the site consists of SANDY material, also excavated materials may include SABKHA. SANDY materials will probably be satisfactory for backfilling purposes, whereas plastic fine soils (SABKHA) is unsatisfactory for backfilling purposes. However, the final decision shall be taken during construction.

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9.8.1 Structural Fill

The materials to be used under foundation (structural fill) shall be: - Free of organic matter or other deleterious substances. - Well graded granular mixture with no particles larger than 75mm and at

least 80% of materials are smaller than 19mm in size. - Materials passing sieve No.200 shall be less than or equal 20%. - Plasticity Index less than 6. - CBR value, minimum of 30% at 95% of Max. Dry. Density (MDD). - Materials under foundations shall be compacted to 95% of maximum

dry density as obtained by modified proctor (ASTMD 1557). - Plate bearing test shall be carried out as quality control measures to

verify the required allowable bearing pressure and total settlement criteria under foundations.

9.8.2 General Fill

The materials to be used for general backfilling purposes shall be of

selected fill composed of sand and/or granular mixture free from organic matter or other deleterious substances. The plasticity index of the backfill material shall not exceed 15 percent. It shall be spread in lifts not exceeding 25cm in uncompacted thickness, moisture conditioned to its optimum moisture content, and compacted to a dry density not less than 95% of the maximum dry density as obtained by standard proctor test (ASTM D-698).

9.9 Concrete

In this case where both sulphate (Class 4) and chloride (116.66g/L)

are significant, the use of sulphate resisting cement may not be appropriate, instead the use of the moderated sulphate resistance ASTM Type II cement is advisable, (generally, cements containing at least 3.5% but not more than 9% C3A is preferred), and minimum cement content of 370kg/m3 with maximum free water/cement ratio of 0.42 with adequate protective coating / Tanking membrane.

The recommendations of the BS 5328 and BRE Digest 363 for the protection of the structures adjacent to the soil containing sulphate, should be followed. CIRIA Special Publication 31 (The CIRIA Guide to Concrete Construction in the Gulf Region published by the Construction Industry Research and Information Association, London 1984) considered both sulphate and chloride contamination of soils, ground water and aggregates in various exposure conditions, to all forms of concrete construction. The recommendations of these publications should also be followed.

S05000249 Page 30/37

9.10 Tectonics of the Southeast Region of the Arabian Peninsula

Earthquakes are related to Crystal movements and occur most frequently where the faults are of a recent origin. If earthquakes have occurred in a particular region, which is characterized by some peculiarity in its tectonic structure and history, then it is assumed that earthquakes we likely to arise in the future along the whole length of that zone.

The Oman mountains form together with Zagros mountains a great

mobile belt. This appeared in the late Cretaceous period with organic movements occurring from Turkey and Iran extending to Oman. In the late Tertiary period rocks were folded and thrusted to form the Zagros and Oman mountains and their forelands.

Adjoining the mobile belt is the comparatively stable interior region of

the Peninsula whose rigidity is controlled by the Pre- Cambrian basement. The exposed part of the shield as well as that part thinly veneered with shelf sediments make up this province. Figure No. 6 shows the major faults of the South east region of the Arabian Peninsula.

9.11 Seismicity and Earthquake Area of the Southeast Region of the Arabian

Peninsula

The detailed literature search conducted by ACES about seismicity of the project area showed that there is very limited information and data about the U.A.E. and the whole region. The recommendations of the BRE note N40/78 are based on the limited data available and, in our opinion, reflects common engineering practice. There are no other supporting documents. According to the Building Research Establishment note no. N40/78 "Earthquake Risk In The Arabian Peninsula" by P.l. Evans, the seismic activity which has affected the S. E. region of the Arabian Peninsula from the year 1899 to 1973 is presented in Figure 7.

On the basis of the fault and seismicity maps presented on Figures 6

& 7, this region is divided, according to the above mentioned note, into two areas; they are:

Area A: An area in which damaging earthquakes (Intensity VII and above) are

expected. Area B: An Area which although itself is not expected to be subjected to

damaging earthquakes yet would be affected by strong distant earthquakes causing intensities of up to V and VI.

These areas are approximately sketched in Figure 8. Special

precautions to resist earthquakes would be required in area A and these would correspond to Zones 2 or 3 of the uniform building code of U.S.A. It can be said that for ordinary well built structures in Area B, at which this project lies, the design criteria and precautions required would correspond to Zone 1 of the uniform building code of U.S.A.

For the case of Mussafah area which is clear that it is far from Area A, the seismic hazard potential is considered low.

S05000249 Page 31/37

Figure No. 6: Major Faults in the S.E. Region of the Arabian Peninsula.

ARAB CENTER FOR ENGINEERING STUDIES

S05000249 Page 32/37

Figure No. 7: Seismicity Affecting the S.E. Region of the Arabian Peninsula

(From 1899 to 1973)


S05000249 Page 33/37

Figure No.8: Earthquake Area in the S.E. Region of the Arabian Peninsula


S05000249 Page 34/37

9.12 Ground Shaking & Free Field Ground Acceleration

The intensity of future earthquake ground motion in the project area

will depend on the distance from the earthquake epicenter, the magnitude of the earthquake and the soil response characteristics. According to the information presented above about the tectonics and the seismicity of the southeast region of the Arabian Peninsula, it can be concluded that within the anticipated lifetime of the project (at least 50 years) the maximum probable Richter magnitude future earthquake is 6.0 at a minimum distance of 100km from the project. The approximate maximum free field ground acceleration can then be obtained from curves which show the relation between the epicentral distance (distance from causative fault) and the maximum acceleration for different earthquake magnitudes such as the relationship presented in Figure No. 9. This figure is published in Report No.72-2, Earthquake Engineering Research Center, University of California, Berkeley, June 1972, "Acceleration In Rock For Earthquakes In The Western United States", by Per B. Schuabel and Ho. Bolton Seed.

A maximum acceleration of 0.06g was obtained for the conditions

assumed above which is considered small value, so the potential of subsidence is considered very low.

9.13 Liquefaction

Soil liquefaction is a phenomenon in which saturated loose

cohesionless soils are subjects to a temporary, but essentially total loss of strength induced by severe earthquakes. Significant factors known to affect the liquefaction potential of these soils are: the characteristics of the material, such as the grain size distribution and relative density; the initial stresses acting on the soils; and the characteristics of the earthquake, such as the intensity and duration the of ground shaking.

The subsurface materials encountered in this site are consists of loose to very dense SANDY materials and rockbed strata, so potential of liquefaction is considered negligible for this site.

S05000249 Page 35/37

Figu

re N

o. 9

: Ave

rage

Val

ues

of M

axim

um A

ccel

erat

ions

in R

ock

S05000249 Page 36/37

9.14 Densification

Strong earthquake ground shaking could cause densification of a loose, dry sands resulting in subsidence of the ground surface. This would have negligible effects in the more deeply buried structures. However, since the site is mostly consists of mainly loose to very dense SANDY Fill materials and CLAYEY materials, the risk of any structural damage is considered to be existence for all type of structures in case shallow foundations were used without proper deep improvement.

9.15 Collapse Potential

The site area, which is mainly featured by presence of Clay formation

has a potential of collapse and excessive settlement under structural or dynamic loads.

9.16 Inspection During Foundation Excavation

The recommendations given in this project are based on the assumption that the subsurface materials and conditions, do not deviate appreciably from those disclosed in the borings. However, there may be conditions pertaining to the site which were not disclosed by the investigation, due to the limited number of boreholes, which therefore could not be taken into account. In such cases, our office should be notified, immediately after foundation excavation and before foundation construction, to accordingly amend our recommendations and to confirm that the required level is reached and all undesirable and loose materials are removed.

S05000249 Page 37/37

IMPORTANT NOTES:

1. The ground water levels indicated on the logs of borings represents the measured levels at the time of investigations. It should be noted, however, that ground water levels are subject to variation caused by tidal and weather seasonal variations and by changes of local drainage and or pumping conditions, and may at times be significantly different to those measured during the investigation.

2. The recommendations and discussions presented in this report are based on

the subsurface conditions encountered during the site work at the time of investigation and on the result of the field and laboratory testing on samples obtained from limited number of boreholes. There may be, however, conditions pertaining to the site which have not been into account due to the limited number of boreholes.

3. The recommendations presented in this report are considered preliminary and

presented for guidance purposes only. It is imperative that detailed design of the piles be carried out by competent and experienced structural foundation engineer who may interpret the findings differently and adopt an alternate engineering judgment.

4. It is recommended that a further detailed geotechnical investigation to be

carried out for every structure / facilities to be constructed, the site investigation to be in view of BS 5930:1999 requirements.

S05000249

APPENDIX A

SITE PLAN

S05000249

APPENDIX B

LOGS OF BORING

S05000249 Appendix B, Page 1/51

LEGEND TO BORING LOGS

SYMBOLS FOR COMMON SOIL AND ROCK TYPES

CLAY SILT SAND GRAVEL COBBLES & PEAT FILL CRYSTALLINE BOULDERS GYPSUM

CHALK MARL CALCARENITE CHERT MUDSTONE SILTSTONE SANDSTONE SHALE BASALT PHOSPHATE

SAMPLER TYPE

TRICONE CORE BARREL AUGER SHELLBY DRIVE DRIVE DRIVE TUBE CYLINDER BARREL SPLIT SPOON

Sample Disturbance:

Disturbed Relatively Undisturbed

Disturbed Undisturbed (Manual) Relatively

Undisturbed

Relatively Undisturbed

(S.P.T.) Disturbed

S.P.T. (Blows/30cm) : The number of blows in the Standard Penetration test, required to drive a five centimeter diameter split tube sampler

a distance of thirty centimeter using sixty three and half kilograms weight falling seventy six centimeters.

Fine Grained Soils Coarse Grained Soils S.P.T. (blows/ 30cm

Consis-tency

Field Identification

Unconfined compressive

strength (kg/cm2)

S.P.T. (blows/ 30 cm)

Description

Field Identification

Relative Density

(%)

0-2

Very soft Easily penetrated several cms with fist.

<0.25 0-4 Very loose Easily indented with finger, thumb, or fist.

0-20

2-4 Soft Easily penetrated several cms with thumb

0.25-0.5 4-10 Loose Less easily indented with fist but easily shoveled.

20-40

4-8 Firm Penetrated several cms by thumb with moderate effort.

0.5-1.0 10-30 Medium Dense

Shoveled with difficulty 40-60

8-15 Stiff Readily indented by thumb but penetrated only with great effort.

1.0-2.0 30-50 Dense Requires pick to loosen for shoveling by hand

60-80

15-30 Very Stiff Readily indented by thumb nail.

2.0-4.0 >50 Very dense Requires blasting or heavy equipment to loosen.

80-100

≥ 30 Hard Indented with difficulty by thumb nail

>4.0

Recovery: The percentage of length of core recovered in each run to the total length of the core run. R.Q.D. : The Rock Quality Designation is the percentage of the sum of lengths of intact core pieces ten centimeters or longer to the total

length of the core run. Point Load Strength and Unconfined Compressive Strength

In the point load test, a rock core is loaded between two steel cones and failure occurs by tensile splitting. A point load strength index, Is, is calculated as the ratio of the applied load. P, at rupture to the square of the distance. H, between the loading points Is = P/H2

A correlation that is commonly used between the point load index and the unconfined compressive strength. qu of a cylinder with a length to diameter ratio of 2 to 1 is qu = 24 Is (50)

where Is(50) is the point load strength corrected to a diameter of 50mm (Brock and Franklin, 1972)

Rock Quality Rock Strength

Rock Quality Designation RQD

(%)

Rock Quality Description

Description Point Load Strength (for 50 mm diameter sample) Is(50)

(kg/cm2)

Unconfined Compressive Strength (kg/cm2)

0 - 25

25 - 50 50 - 70 70 - 90 90 - 100

Very Poor Poor Fair

Good Excellent

Very Weak Weak

Moderately Weak Moderately Strong

Strong Very Strong

<0.5 0.5 - 2 2 - 5

5 - 20 20 - 40

>40

<12.5 12.5 - 50 50 - 125

125 - 500 500 - 1000

>1000


2075 50

0.9

0.4

-0.6

-7.6

22

4

13

32

42

50/12cm

50/10cm

D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

Clayey SAND (SC): Dry to wet, yellowishgray, fine, non-plastic, trace Sandstonepieces, shells and shell pieces (Fill).

Poorly graded SAND with silt (SP-SM):Wet, yellowish gray, fine, non-plastic, tracetiny shell, medium dense.Clayey SAND (SC): Wet, light gray, togray, fine, low plastic, trace shells, shellpieces and Gypsum pieces, interbeddedwith thin bands of silty Sand, loose.Poorly graded SAND with silt (SP-SM):Wet, dark gray to yellowish gray, fine,non-plastic, trace tiny shell, medium denseto dense, becoming very dense.

Ditto as from 10.0m to 15.0m.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

S05000249BORING NO.: BH1

SHEET NO.: 1 of 2

GROUND ELEV. (m): 1.884

GROUND WATER DEPTH (m): 1

TOTAL BORING DEPTH (m): 15.0

BORING DIAMETER: 121mm

CASING DIAMETER: Not Used

R.L.(m)

Standard Penetration Test

Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend

PROJECT: EIS REBAR MILL PLANT

CLIENT : ENGINEERING CONSULTANTS GROUP

LOCATION: MUSSAFAH, ABU DHABI, UAE

COORDINATES: N: 2691428.441 E: 242766.028

DRILLING DATE: 01/10/2005 TO 01/10/2005

BORING METHOD: ROTARY WITH MUD

BORING EQUIPMENT: PILCON IV

Orientation: Vertical

5- SPT : Std. Penetration Test6- U.C.S. : Unconfined Compressive Strength7- D.D. : Dry Density8- R.L. : Reduced Level

1- S.T. : Sampler Type2- TCR : Total Core Recovery3- SCR : Solid Core Recovery4- RQD : Rock Quality Designation

RQD(%)

AugerREMARKS: Coordinates & levels are relative to New Abu Dhabi Datum.

LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING

Appendix B, Page 2/51

20

55

1.424

1.771

1.676

75

90

50

70

12.6

24.8

12.5

-13.1

MUDSTONE: Weak, grayish pink to lightolive gray, moderately fractured,moderately weathered, with inclusions ofCrystalline Gypsum.

* 10.2m - 10.3m: Crystalline Gypsum.

* 12.5m - 13.0m: Calcareous Sandstone.

* 13.0m - 15.0m: Calcareous Mudstone,interbedded with bands of CalcareousSandstone.

END OF BORING (15.0m)

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691428.441 E: 242766.028

DRILLING DATE: 01/10/2005 TO 01/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.1

0.2

-2.4

2

2/50cm

2

27

30

28

33

Silty SAND (SM): Dry to moist, light gray,fine, non-plastic (Fill).

Sandy lean CLAY (CL): Moist to wet, darkgray to gray, high plastic, trace shells,shell pieces and Gypsum pieces, very soft.Clayey SAND (SM): Wet, light gray, fine,low plastic, trace shells and shell pieces,interbedded with thin bands of silty Sandand cemented Sand, very loose.

Silty SAND (SM): Wet, dark gray toyellowish gray, fine, non-plastic, trace tinyshells and shell pieces, interbedded withcemented Sand, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2


GROUND WATER DEPTH (m): 1.25




D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691811.501 E: 242758.076

DRILLING DATE: 29/09/2005 TO 01/10/2005


BORING EQUIPMENT: ARDCO II




RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


10

22

1.489

1.553

52

70

15

38

13.4

15.8

-8.4

-10.7

-11.8

-12.9


MUDSTONE: Weak, light olive gray,moderately to highly fractured, moderatelyweathered, trace inclusions of CrystallineGypsum.

Calcareous SANDSTONE: Weak,yellowish gray, fine-grained, moderatelyfractured, moderately weathered,interbedded with thin bands of CalcareousMudstone.Calcareous MUDSTONE: Very weak toweak, yellowish gray, moderatelyfractured, moderately weathered.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691811.501 E: 242758.076

DRILLING DATE: 29/09/2005 TO 01/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.3

-1.2

-3.2

23

2

5

12

31

50/10cm

50/9cm

Silty SAND (SM): Dry to moist, lightbrownish gray, fine, non-plastic, withGypsum pieces (Fill).

Silty Clayey SAND (SC-SM): Moist to wet,light gray, low plastic, trace shells andshell pieces, interbedded with cementedSand, very loose to loose.

Silty SAND (SM): Wet, gray to dark gray,fine, non-plastic, medium dense.

Silty SAND (SM): Wet, light grayish brown,fine, non-plastic, interbedded withcemented bands, dense to very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691620.188 E: 242628.537

DRILLING DATE: 11/10/2005 TO 12/10/2005


BORING EQUIPMENT: MOBILE III




RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING



LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING

40

50

39


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

80

82

84

80

60

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691620.188 E: 242628.537

DRILLING DATE: 11/10/2005 TO 12/10/2005






RQD(%)


16.6

31

1.621

1.571

1.642

2.125

73

75

70

13.4

14.1

52.1

-8.2

-15.7

-17.7


MUDSTONE: Weak, light gray to lightbrownish gray, moderately to highlyfractured, moderately weathered,interbedded with Crystalline Gypsum.

Crystalline GYPSUM: Moderately weak,white to light gray, moderately fractured,moderately weathered, trace inclusions ofMudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

1.3

-3.7

19

16

4

27

18

16

50/13cm

Silty SAND (SM): Dry to moist, grayishorange, fine, non-plastic, trace Sandstonepieces (Fill).

Silty SAND (SM): Moist to wet, yellowishgray, fine, non-plastic, interbedded withthin bands of rock salt and GypsumCrystals, medium dense, locally loose.

Poorly graded SAND with silt (SP-SM):Wet, yellowish gray, fine, non-plastic, tracetiny shells, medium dense to very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691426.931 E: 242503.237

DRILLING DATE: 01/10/2005 TO 02/10/2005


BORING EQUIPMENT: ANOHR




RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


37

10

1.625

LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


14.9 1.580

95

95

80

40

16.1

-8.7

-12.7

50/10cm


MUDSTONE: Weak, olive gray,moderately fractured, moderatelyweathered, trace inclusions of CrystallineGypsum.

* 13.0m - 15.0m: Calcareous Mudstone,grayish pink to yellowish gray, moderatelyto highly fractured.* 13.6m - 13.8m & 14.0m - 14.15m:Calcareous Sandstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691426.931 E: 242503.237

DRILLING DATE: 01/10/2005 TO 02/10/2005






RQD(%)


1.0

-4.0

8

1/45cm

1/30cm

27

36

50/13cm

50/11cm

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace tiny shells(Fill).

Silty Clayey SAND (SC-SM): Moist to wet,light gray, fine, low plastic, trace Gypsumpieces, interbedded with thin bands of siltySand, very loose to medium dense.

Silty Clayey SAND (SC-SM): Dry to moist,yellowish gray, fine, non-plastic, trace tinyshells, dense to very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691806.821 E: 242493.754

DRILLING DATE: 08/10/2005 TO 10/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


47

30

1.676

1.769

1.770

2.184

85

80

77

70

15.1

15.6

18.7

73.6

-8.3

-16.2

-18.0

Ditto as from 6.0m to 10.0m.MUDSTONE: Weak, olive gray,moderately to highly fractured, moderatelyweathered, trace inclusions of CrystallineGypsum.

* 11.0m - 11.2m: Sandstone, very weak,highly fractured.* 12.0m - 13.0m: slightly fractured.

* 14.0m - 18.2m: moderately fractured.

Crystalline GYPSUM: Moderately weak,white to light gray, moderately fractured,moderately weathered, with inclusions ofMudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691806.821 E: 242493.754

DRILLING DATE: 08/10/2005 TO 10/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


3885 65

1.4

0.9

-1.1

8

4

3

10

20

50/11cm

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691613.608 E: 242368.6

DRILLING DATE: 02/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


Silty SAND (SM): Dry to moist, lightgrayish brown, fine, non-plastic, traceSandstone and Gypsum pieces, shell andshell pieces (Fill).Silty SAND (SM): Moist, yellowish gray,fine, non-plastic, trace tiny shells, loose.Sandy lean CLAY (CL): Moist to wet, lightgray, high plastic, trace Gypsum pieces,soft.

Silty SAND (SM): Wet, grayish olive toyellowish gray, fine, non-plastic, trace tinyshells, medium dense to very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

33

15

1.649

1.367

92

88

80

48

12.7

20.5

-8.6

-11.3

-12.6

50/8cm


MUDSTONE: Weak, grayish pink to olivegray, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

CALCARENITE: Weak, yellowish gray,moderately fractured, moderatelyweathered, interbedded with thin bands ofCalcareous Mudstone, trace inclusions ofCrystalline Gypsum.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691613.608 E: 242368.6

DRILLING DATE: 02/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


DescriptionR.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691420.359 E: 242243.462

DRILLING DATE: 02/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:



BORING NO.: BH7

SHEET NO.: 1 of 2






SPT (N)

LOG OF BORING

1.2

0.4

-1.6

22

2

2

19

31

47

50/12cm

Silty SAND (SM): Dry to moist, grayishorange, fine, non-plastic, trace Sandstonepieces (Fill).Silty SAND (SM): Moist to wet, yellowishgray, fine, non-plastic, trace tiny shells,medium dense.Fat CLAY (CH): Wet, yellowish gray, fine,high plastic, very soft.

Silty SAND (SM): Wet, gray to yellowishgray, fine, non-plastic, medium dense todense, becoming very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

S05000249

D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%)

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


MUDSTONE: Weak, grayish pink to lightolive gray, moderately fractured,moderately weathered, with inclusions ofCrystalline Gypsum.

* 11.0m - 11.7m: Calcareous Mudstone.* 12.2m - 12.5m: highly fractured.

Crystalline GYPSUM: Weak to moderatelyweak, white to light gray, moderately tohighly fractured, moderately weathered,with inclusions of Mudstone.

MUDSTONE: Very weak to weak, lightolive gray to light brown, moderatelyfractured, moderately weathered, withinclusions of Crystalline Gypsum.

Crystalline GYPSUM: Weak, white to lightgray, moderately fractured, moderatelyweathered, with inclusions of light brownMudstone.


TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691420.359 E: 242243.462

DRILLING DATE: 02/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


BORING NO.: BH7

SHEET NO.: 2 of 2






S05000249

D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

35

48

32

10

1.637

1.550

1.563

1.964

85

80

80

60

70

62

70

45

13.5

16.1

12.1

34.0

-8.6

-11.2

-12.4

-15.1

-18.1

1.7

-5.3

26

1/45cm

1/30cm

20

42

50/12cm

50/9cm

Silty SAND (SM): Dry to moist, lightgrayish orange, fine, non-plastic, traceSandstone and Gypsum pieces (Fill).Silty SAND (SM): Moist to wet, grayisholive, fine, non-plastic, trace tiny shellsand shell pieces, medium dense to dense.

* 2.0m - 3.0m: interbedded with thin bandsof low plastic Clayey Sand.* 2.0m - 4.5m: Very loose

Poorly graded SAND with silt (SP-SM):Wet, light gray to gray, fine, non-plastic,very dense.* At 7.5m: fat CLAY (CH), high plastic.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691800.266 E: 242233.849

DRILLING DATE: 04/10/2005 TO 05/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


35

10

2.104

2.053

1.987

85

50

40

30

59.3

62.2

39.8

-8.3

-9.5

-10.1

-12.8


Calcareous MUDSTONE: Weak tomoderately weak, grayish pink, highlyfractured, moderately weathered, traceinclusions of Crystalline Gypsum.

Calcareous SANDSTONE: Moderatelyweak , yellowish gray, slightly fractured,moderately weathered.Crystalline GYPSUM: Weak to moderatelyweak, white to light gray, moderately tohigly fractured, moderately weathered,with inclusions of Mudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691800.266 E: 242233.849

DRILLING DATE: 04/10/2005 TO 05/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


0.4

-1.6

23

1/45cm

2

24

38

50/10cm

50/12cm

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace tiny shells,medium dense (Fill).

Fat CLAY (CH): Moist to wet, light gray,high plastic, trace Gypsum pieces, verysoft.

Silty SAND (SM): Wet, grayish olive toyellowish gray, fine, non-plastic, trace tinyshells, medium dense to dense, becomingvery dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691607.07 E: 242108.686

DRILLING DATE: 03/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


* 17.1m - 17.3m: Calcareous Sandstone.

* 17.5m - 18.2m: Slightly fractured.

Crystalline GYPSUM: Weak, white to lightgray, moderately to highly fractured,moderately weathered, with inclusions ofMudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)


MUDSTONE: Weak, light olive-gray tolight grayish pink, moderately to highlyfractured, moderately weathered, traceinclusions of Crystalline Gypsum.

TCR (%)

SCR(%) Description

MUDSTONE: Weak, grayish pink,moderately to highly fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

* 11.0m - 11.8m: Calcareous Mudstone,highly fractured.* 11.8m - 12.15m: Calcarenite, moderatelyweak, moderatley fractured.

* 12.5m - 13.0m: Crystalline Gypsum,weak, inclusions of Mudstone.

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691607.07 E: 242108.686

DRILLING DATE: 03/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


16.4

40

73

18

30

1.536

1.487

1.510

1.615

1.981

85

95

75

78

55

88

45

48

13.1

13.9

20.9

37.1

-8.6

-13.1

-16.5

-18.1

1.1

-0.6

-2.4

2

1/30cm

23

12

19

SPT (N)

LOG OF BORING


23

30

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace tiny shells(Fill).

Clayey SAND (SC): Moist to wet, yellowishgray to gray, medium plastic, very loose.

Silty SAND (SM): Wet, light gray, fine,non-plastic, interbedded with cementedSand, medium dense.

Silty SAND (SM): Wet, light gray toyellowish gray, fine, non-plastic, trace tinyshells, medium dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691413.761 E: 241983.598

DRILLING DATE: 01/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:


22

12

1.621

1.767

1.881

70

90

50

40

13.4

16.0

27.0

-9.4

-11.3

-12.9

33


MUDSTONE: Weak, grayish pink to lightolive gray, moderately to highly fractured,moderately weathered, with inclusions ofCrystalline Gypsum.

Crystalline GYPSUM: Weak, white to lightgray, moderately fractured, moderatelyweathered, with inclusions of Mudstone.* 14.0m - 14.6m: highly fractured,interbedded with veyr weak Mudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691413.761 E: 241983.598

DRILLING DATE: 01/10/2005 TO 02/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.0

-1.5

19

1/45cm

1

29

45

50/13cm

50/11cm

Poorly graded SAND with silt (SP-SM):Dry to moist, yellowish gray, fine,non-plastic, trace tiny shells (Fill).

Sandy Lean CLAY with silt (CL-ML): Wet,light gray, fine, medium plastic, traceshells and shell pieces and Gypsumpieces, very soft.

Silty SAND (SM): Wet, grayish yellow, fine,non-plastic, trace tiny shells, mediumdense to dense, becoming very dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691793.725 E: 241973.906

DRILLING DATE: 05/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


20

1.496

1.562

1.620

80 45

14.3

14.6

16.1

-8.5

-13.0


MUDSTONE: Weak, grayish pink,moderately to highly fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

* 13.1m - 13.5m: Calcareous Sandstone,weak, moderately fractured.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691793.725 E: 241973.906

DRILLING DATE: 05/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


0.9

-1.1

-8.1

12

2

25

19

23

34

39

Silty SAND (SM): Dry to moist, lightbrownish gray, fine, non-plastic (Fill).

Fat CLAY (CH): Moist to wet, light gray togray, plastic, interbedded with Silty Sand,medium dense to very dense.

Silty SAND (SM): Wet, gray to lightbrownish gray, fine, non-plastic, tracecemented bands, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

S05000249

D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691599.208 E: 241798.779

DRILLING DATE: 13/10/2005 TO 16/10/2005


BORING EQUIPMENT: HYDREQ




RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


BORING NO.: BH12

SHEET NO.: 1 of 2






30

29

1.642

1.543

1.849

75

78

50

61

45.1

40.4

51.2-13.1

Crystalline GYPSUM: Weak to moderatelyweak, light gray to offwhite, moderatelyfractured, moderately weathered,interbedded with Mudstone.

* 10.0m - 10.6m: Mudstone.

END BORING (15.0m)

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691599.208 E: 241798.779

DRILLING DATE: 13/10/2005 TO 16/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.6

1.2

-0.6

-3.8

1/30cm

1

22

16

26

33

48

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstonepieces (Fill).Silty SAND (SM): Moist, grayish yellow,fine, non-plastic.Sandy Lean CLAY (CL): Moist to wet, lightgray, fine, medium plastic, very soft.

Silty SAND with gravel (SM): Wet, lightgray to gray, fine, non-plastic, interbeddedwith cemented Sand, medium dense.

Poorly graded SAND with silt (SP-SM):Wet, yellowish gray, fine, non-plastic, tracetiny shells, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691786.693 E: 241698.985

DRILLING DATE: 10/10/2005 TO 10/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691786.693 E: 241698.985

DRILLING DATE: 10/10/2005 TO 10/10/2005



MUDSTONE: Weak, yellowish gray tograyish pink, moderately to higly fractured,moderately weathered, with inclusion ofCrystalline Gypsum.

* 11.0m - 11.6m: Calcareous Mudstone.

* 11.8m - 12.0m & 12.2m - 12.6m:Crystalline Gypsum, white to gray.




RQD(%)

BORING NO.: BH13

SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


15.7

25

20

1.619

1.479

1.433

80

70

60

60

13.8

12.9

-8.8

-12.8



10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

S05000249

S.T. Depth (m)

1.2

-3.8

11

1/30cm

12

12

20

27

35

Silty Clayey SAND (SC-SM): Dry to moist,light grayish brown, fine, non-plastic, traceSandstone and Gypsum pieces, shells andshell pieces (Fill).Silty SAND (SM): Moist to wet, light gray togray, fine, non-plastic, trace tiny shells andshell pieces, very loose to medium dense.

Poorly graded SAND with silt (SP-SM):Wet, yellowish gray, fine, non-plastic. tracetiny shells and shell pieces, medium denseto dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691369.508 E: 241814.586

DRILLING DATE: 02/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


20

85

1.570

1.324

Rock Coring

Water Table

Legend




COORDINATES: N: 2691369.508 E: 241814.586

DRILLING DATE: 02/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:

70

95

40

95

13.1

-9.3

-12.8

39



MUDSTONE: Weak, grayish pink to lightolive gray, slightly to moderately fractured,trace inclusions of Crystalline Gypsum.* 12.3m - 12.6m: Calcareous Mudstone,highly fractured.

* 12.6m - 13.2m: Crystalline Gypsum,weak, inclusions of Mudstone.

* 13.2m - 14.0m: Mudstone, very weak,highly fractured.

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)


SPT (N)

LOG OF BORING


15.9

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

SPT (N)

LOG OF BORING

1.8

0.6

-0.7

11

2

8

13

24

35

46

Silty SAND (SM): Dry to moist, fine,non-plastic, trace Sandstone pieces (Fill).Poorly graded SAND with silt (SP-SM):Moist, light brown, fine, non-plastic,medium dense.

Clayey SAND (SC): Moist to wet, lightgray, fine, medium plastic, interbeddedwith Silty Sand.

Silty SAND (SM): Wet, dark gray to lightbrown, fine, non-plastic, medium dense todense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691504.154 E: 241601.1

DRILLING DATE: 11/10/2005 TO 12/10/2005






RQD(%)


LOG OF BORING

Report No.:



10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

14

48

27

1.596

1.432

1.689

1.611

2.255

45

82

92

35

78

60

12.2

16.9

37.4

12.5

79.7

-8.5

-15.7

-17.7


MUDSTONE: Weak, light pinkish gray togray, slightly to moderately fractured,moderately weathered, with inclusions ofCrystalline Gypsum.

Crystalline GYPSUM: Moderately weak,light yellowish gray to off-white,moderately fractured, moderatelyweathered, interbedded with Mudstone.

END OF BORING (20.0m).

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691504.154 E: 241601.1

DRILLING DATE: 11/10/2005 TO 12/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.0

-1.0

2

1/30cm

15

18

23

34

45

Poorly graded SAND with silt (SP-SM):Wet, dark gray to yellowish gray, fine,non-plastic, medium dense to dense.

* 3.0m - 6.0m: interbedded with cementedSand.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

Silty SAND (SM): Dry to moist, lightgrayish orange, fine, non-plastic, traceSandstone pieces (Fill).

Clayey SAND (SC): Moist to wet, lightgray, medium plastic, trace shells andshell pieces, very loose.

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691772.482 E: 241534.293

DRILLING DATE: 09/10/2005 TO 09/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


45

55

1.560

1.578

1.605

75

97

62

77

13.1

15.1

15.6

-8.5

-13.0


MUDSTONE: Weak, grayish pink,moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691772.482 E: 241534.293

DRILLING DATE: 09/10/2005 TO 09/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.3

0.8

-0.2

11

3

11

14

21

28

40

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstoneand Gypsum pieces (Fill).

Poorly graded SAND with silt (SP-SM):Moist, yellowish gray, fine, non-plastic,medium dense.Fat CLAY (CH): Moist to wet, light gray toyellowish gray, high plastic, trace Gypsumpieces, soft.Silty SAND (SM): Wet, yellowish gray, fine,non-plastic, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691179.535 E: 241819.364

DRILLING DATE: 04/10/2005 TO 04/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


50

16

1.832

1.671

1.831

90

90

70

75

19.7

15.6

21.2

-8.2

-10.7

-12.7


Calcareous MUDSTONE: Weak, orangepink, moderately to highly fractured,moderately weathered, interbedded withthin bands of Calcareous Sandstone, traceinclusions of Crystalline Gypsum.* 11.5m - 12.3m: slightly fractured, weak.* 12.3m - 13.0m: Mudstone, yellowishgray.

Crystalline GYPSUM: Weak to moderatelyweak, white to light gray, moderatelyfractured, moderately weathered, withinclusions of Mudstone.* 14.1m - 14.3m: Mudstone, highlyfractured.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691179.535 E: 241819.364

DRILLING DATE: 04/10/2005 TO 04/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


25

42

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstonepieces (Fill).1.5

0.7

-0.5

11

1

10

14

21

Poorly graded SAND with silt (SP-SM):Moist, yellowish gray, fine, non-plastic,trace tiny shells, medium dense.Silty Clayey SAND (SC-SM): Moist to wet,dark gray, fine, medium plastic, traceGypsum pieces, shells and shell pieces,very loose.Silty SAND (SM): Wet, dark gray tograyish yellow, fine, non-plastic, trace tinyshells, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691303.719 E: 241586.148

DRILLING DATE: 06/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


30

28

25

35

1.532

2.037

1.459

1.835

1.938

85

87

85

75

60

68

60

60

17.1

64.4

27.4

27.9

91.7

-8.3

-9.3

-11.7

-13.5

-17.8


MUDSTONE: Weak, grayish pink,moderately fractured, moderatelyweathered, trace inclusions of CrystallineGypsum.Crystalline GYPSUM: Moderately weak,white to grayish pink, moderatelyfractured, moderately weathered, withinclusions of Mudstone.

MUDSTONE: Weak, grayish pink to lightbrown, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

Crystalline GYPSUM: weak to moderatelyweak, white to light gray, moderatelyfractured, moderately weathered, withinclusions of light reddish brownMudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691303.719 E: 241586.148

DRILLING DATE: 06/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691535.059 E: 241440.23

DRILLING DATE: 05/10/2005 TO 05/10/2005






RQD(%)


LOG OF BORING

Report No.:


1.21.0

0.0

1

15

20

21

31

39

46

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstonepieces (Fill).Poorly graded SAND with silt (SP-SM):Moist, grayish yellow, fine, non-plastic.Sandy Lean CLAY (CL): Moist to wet, lightgray, fine, medium plastic, trace shells andshell pieces, very soft.Poorly graded SAND with silt (SP-SM):Wet, grayish yellow, fine, non-plastic, tracetiny shells, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SPT (N)

LOG OF BORING


20

40

1.469

1.617

1.586

70

90

45

88

11.6

39.3

16.0

-8.5

-9.2

-13.0


Calcareous SANDSTONE: Very weak toweak, yellowish gray, moderately to highlyfractured, moderately weathered,interbedded with bands of CalcareousMudstone and trace inclusions ofCrystalline Gypsum.MUDSTONE: Very weak to weak, grayishpink, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

* 11.2m - 12.4m: moderately to highlyfractured, interbedded with weak, white togray Crystalline Gypsum.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691535.059 E: 241440.23

DRILLING DATE: 05/10/2005 TO 05/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.8

0.3

-0.9

12

4

6

16

27

35

45

Silty SAND (SM): Dry, light brownish gray,fine, non-plastic, trace Sandstone pieces(Fill).Silty SAND (SM): Moist to wet, light brown,fine, non-plastic, medium dense.

Silty SAND (SM): Wet, very, light gray,fine, non-plastic, interbedded with lowplastic Silt and fine gravels, loose.

Poorly graded SAND with silt (SP-SM):Wet, gray to light brown, fine, non-plastic,medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691768.49 E: 241374.322

DRILLING DATE: 10/10/2005 TO 12/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691768.49 E: 241374.322

DRILLING DATE: 10/10/2005 TO 12/10/2005






RQD(%)

15

21

25

23

1.624

1.712

1.551

2.220

70

72

75

50

50

65

65

30

16.1

18.4

39.1

111.9

-8.2

-9.7

-13.2

-17.7


CALCARENITE: Weak, light yellowishgray, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

MUDSTONE: Weak, light yellowish gray topinkish gray, moderately fractured,moderately weathered, interbedded withCrystalline Gypsum.

Crystalline GYPSUM: Moderately weak,off-white to highly gray, moderately tohighly fractured, moderately weathered.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


0.7

-0.3

-0.8

37

2

43

20

35

41

49

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstonepieces and fine gravel (Fill).

Silty SAND (SM): Moist, yellowish gray,fine, non-plastic, interbedded withcemented Sand, dense.

Clayey SAND (SC): Wet, light gray,non-plastic, trace shells and shell pieces,very loose.Poorly graded SAND with silt (SP-SM):Wet, gray to yellowish gray, fine,non-plastic, trace tiny shells, dense, locallymedium dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2690979.681 E: 241824.462

DRILLING DATE: 03/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


20

30

25

22

1.638

1.888

1.816

2.158

62

62

60

61

30

55

45

35

17.7

55.7

19.0

59.5

-8.8

-9.5

-10.3

-12.3

-14.8

-18.3


CALCARENITE: Weak, light gray,moderately to highly fractured, moderatelyweathered.MUDSTONE: Very weak to weak, grayishpink, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.Crystalline GYPSUM: Weak, white tograyish pink, moderately fractured,moderately weathered, with inclusions ofgrayish pink Mudstone.

MUDSTONE: Weak, greenish gray to lightbrown, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

Crystalline GYPSUM: Moderately weak,white to light gray, moderately fractured,moderately weathered, with inclusions ofvery weak to weak Mudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2690979.681 E: 241824.462

DRILLING DATE: 03/10/2005 TO 03/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


0.9

-0.3

-1.1

19

4

10

14

30

35

40

Silty SAND (SM: Dry to moist, yellowishgray, fine, non-plastic, trace Sandstoneand Gypsum pieces (Fill).Poorly graded SAND with silt (SP-SM):Moist, yellowish gray, fine, non-plastic,trace tiny shells, medium dense.Silty Clayey SAND (SC-SM): Moist to wet,light gray, fine, low plastic, trace shells andshell pieces, interbedded with thin bandsof silty Sand, loose.Silty SAND (SM): Wet, yellowish gray, fine,non-plastic, trace tiny shells, mediumdense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691098.973 E: 241601.348

DRILLING DATE: 04/10/2005 TO 04/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


25

05

1.795

2.047

73

70

60

30

12.9

50.6

-9.1

-11.3

-13.6


Calcareous MUDSTONE: Weak, orangepink, moderately fractured, moderatelyweathered, interedded with thin bands ofCalcareous Sandstone.* 11.5m - 12.0m: Mudstone, very weak toweak.

Crystalline GYPSUM: Moderately weak,white to grayish pink, moderatelyfractured, moderately weathered, witinclusions of Mudstone.

* 13.0m - 13.9m: moderately to highlyfractured.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

REMARKS: Coordinates & levels are relative to New Abu Dhabi Datum.

LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691098.973 E: 241601.348

DRILLING DATE: 04/10/2005 TO 04/10/2005






RQD(%)

Auger

1.2

-0.3

1/30cm

10

19

20

26

33

41

Silty SAND (SM): Dry to moist, lightgrayish orange, fine, non-plastic, traceSandstone and Gypsum pieces (Fill).

Silty Clayey SAND (SC-SM): Moist to wet,light gray, fine, low plastic, interbeddedwith thin bands silty Sand, very loose tomedium dense.

Silty SAND with gravel (SM): Wet, darkgray to grayish olive, fine, non-plastic,trace tiny shells and shell pieces, mediumdense to dense.

* 2.3m - 4.5m: interbedded with cementedbands.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691284.393 E: 241416.578

DRILLING DATE: 06/10/2005 TO 06/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


25

30

1.879

2.073

2.367

70

80

55

65

18.5

35.1

31.3

-8.3

-12.8

MUDSTONE: Weak, grayish pink,moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

* 12.0m - 12.5m: Crystalline Gypsum,weak, white to grayish pink.* 12.5m - 15.0m: moderately fractured.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691284.393 E: 241416.578

DRILLING DATE: 06/10/2005 TO 06/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.7

0.4

-0.3

16

5

8

27

28

38

45

Silty SAND (SM): Dry to moist, lightgrayish orange, fine, non-plastic, traceSandstone pieces (Fill).Poorly graded SAND with silt (SP-SM):moist, yellowish gray, fine, non-plastic,trace tiny shells, medium dense.

Silty Clayey SAND (SC-SM): Wet, lightgray, fine, low plastic, interbedded withthin bands of silty Sand, loose.Silty SAND (SM): Wet, gray to grayisholive, fine, non-plastic, trace tiny shells,loose to medium dense, becoming dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691511.528 E: 241300.836

DRILLING DATE: 05/10/2005 TO 10/09/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


25

15

21

45

1.457

1.443

1.994

2.270

90

72

85

85

75

30

40

80

16.5

14.5

71.5

93.0

-8.3

-12.8

-17.8


MUDSTONE: Weak, grayish pink to lightbrown, moderately fractured, moderatelyweathered, with inclusions of CrystallineGypsum.

* 13.5m -15.0m: moderately to highlyfractured.

Crystalline GYPSUM: Moderately weak,white to light gray, moderately to highlyfractured, moderately weathered, withinclusions of very weak, light brown,Mudstone.

* 17.5m - 20.0m: Moderately fractured.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691511.528 E: 241300.836

DRILLING DATE: 05/10/2005 TO 10/09/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


1.9

0.9

-0.1

-2.1

8

2

1

13

25

30

37

Silty SAND (SM): Dry to moist, yellowishgray, fine, non-plastic, trace Sandstonepieces (Fill).Poorly graded SAND with silt (SP-SM):Moist, yellowish gray, fine, non-plastic,trace tiny shells, loose.Clayey SAND (SC): Moist to wet, lightgray, fine, medium plastic, trace tiny shellsand shell pieces, very loose.Poorly graded SAND with silt (SP-SM):Wet, dark gray, fine, non-plastic,interbedded with cemented bands, veryloose.

Silty SAND (SM): Wet, grayish yellow tograyish olive, fine, non-plastic, trace tinyshells, medium dense to dense.

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0


SHEET NO.: 1 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691765.546 E: 241259.354

DRILLING DATE: 08/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)

LOG OF BORING


LOG OF BORING

30

34

1.600

1.543

1.641

73

90

60

65

25.2

19.8

26.8

-8.1

-12.6


MUDSTONE: Weak, grayish pink to olivegrya, moderately fractured, moderatelyweathered, trace inclusions of CrystallineGypsum.

* 10.5m - 13.6m: interbedded iwth weak,white to light gray Crystalline Gypsum.

* 14.6m - 15.0m: Crystalline Gypsum,highly fractured, with inclusions ofMudstone.


10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0


SHEET NO.: 2 of 2






D.D.(gm/cm3)

U.C.S(kg/cm2)

S.T. Depth (m)

TCR (%)

SCR(%) Description

R.L.(m)


Tricone Bit

Undisturbed Sample

Rock Coring

Water Table

Legend




COORDINATES: N: 2691765.546 E: 241259.354

DRILLING DATE: 08/10/2005 TO 08/10/2005






RQD(%)


LOG OF BORING

Report No.:


SPT (N)


S05000249

APPENDIX C : LABORATORY TEST RESULTS

CONTENTS

Section C-1 Grading Curves, Atterberg Limits & Soil Classifications Section C-2 Unconfined Compressive Strength Test Results Section C-3 Chemical Test Results

S05000249

APPENDIX C

SECTION C-1 GRADING CURVES, ATTERBERG LIMITS & SOIL

CLASSIFICATIONS


GRAIN - SIZE DISTRIBUTION

SC

SC

SM

0.0

2.0

4.5

-

PLASTICITY INDEX CLASSIFICATION

28

-

-

19

-

N.P.

9

N.P.

PLASTIC LIMITSYMBOL BOREHOLESNo.

DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 1/28

LIQUID LIMIT

BH1

BH1

BH1

U.S. STANDARD SIEVE OPENING SIZE U.S. STANDARD SIEVE NUMBER

0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100

DIAMETER OF PARTICLE IN MILLIMETERS

PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND

COARSE MEDIUM FINE SILT OR CLAY



S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 2/28

LIQUID LIMIT

BH2

BH2

BH2


DEPTH(m)


30

-

19

19

-

14

11

N.P.

CL

SC

SM

1.0

3.0

6.0

33


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SM

SC-SM

1.0

3.0

-


25

-

18

N.P.

7


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 3/28

LIQUID LIMIT

BH3

BH3


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 4/28

LIQUID LIMIT

BH3

BH3


DEPTH(m)


-

-

-

N.P.

N.P.

SM

SM

4.5

9.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 5/28

LIQUID LIMIT

BH4

BH4

BH4


DEPTH(m)


-

-

-

-

-

N.P.

N.P.

N.P.

SM

SP-SM

SM

1.0

7.5

10.5

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 6/28

LIQUID LIMIT

BH5

BH5

BH5


DEPTH(m)


24

-

-

19

-

N.P.

5

N.P.

SC-SM

SC-SM

SC-SM

0.0

3.0

9.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 7/28

LIQUID LIMIT

BH6

BH6

BH6


DEPTH(m)


31

-

-

19

-

N.P.

12

N.P.

SM

CL

SM

1.0

3.0

9.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 8/28

LIQUID LIMIT

BH7

BH7

BH7


DEPTH(m)


55

-

-

18

-

N.P.

37

N.P.

SM

CH

SM

1.0

2.0

7.5

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 9/28

LIQUID LIMIT

BH8

BH8


DEPTH(m)


55

-

17

N.P.

38

SM

CH

2.0

7.5

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SM

CH

SM

1.0

2.0

7.5

-


55

-

-

18

-

N.P.

37

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 10/28

LIQUID LIMIT

BH9

BH9

BH9


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 11/28

LIQUID LIMIT

BH10

BH10

BH10


DEPTH(m)


-

-

19

-

-

11

N.P.

N.P.

SC

SM

SM

2.0

3.0

6.0

30


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 12/28

LIQUID LIMIT

BH11

BH11

BH11


DEPTH(m)


30

-

-

19

-

N.P.

11

N.P.

SP-SM

CL-ML

SM

1.0

3.0

6.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 13/28

LIQUID LIMIT

BH12

BH12


DEPTH(m)


28

-

19

N.P.

9

CH

SC

1.0

2.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SM

SM

4.5

7.5

-


-

-

-

N.P.

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 14/28

LIQUID LIMIT

BH12

BH12


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 15/28

LIQUID LIMIT

BH13

BH13

BH13


DEPTH(m)


-

-

18

-

-

14

N.P.

N.P.

CL

SM

SP-SM

2.0

4.5

7.5

32


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 16/28

LIQUID LIMIT

BH14

BH14

BH14


DEPTH(m)


-

-

16

-

-

6

N.P.

N.P.

SC-SM

SM

SP-SM

0.0

2.0

9.0

22


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 17/28

LIQUID LIMIT

BH15

BH15


DEPTH(m)


-

17

-

7

N.P.

SC

SM

2.0

7.5

24


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 18/28

LIQUID LIMIT

BH16

BH16


DEPTH(m)


-

18

-

9

N.P.

SC

SP-SM

1.0

4.5

27


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 19/28

LIQUID LIMIT

BH17

BH17

BH17


DEPTH(m)


55

-

-

19

-

N.P.

36

N.P.

SP-SM

CH

SM

1.0

2.0

7.5

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SC-SM

SM

2.0

3.0

24


-

18

-

6

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 20/28

LIQUID LIMIT

BH18

BH18


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




CL

SP-SM

SP-SM

1.0

4.5

9.0

28


-

-

18

-

-

10

N.P.

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 21/28

LIQUID LIMIT

BH19

BH19

BH19


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SM

SM

SP-SM

1.0

3.0

6.0

-


-

-

-

-

-

N.P.

N.P.

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 22/28

LIQUID LIMIT

BH20

BH20

BH20


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SM

SC

SP-SM

1.0

2.0

4.5

-


27

-

-

18

-

N.P.

9

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 23/28

LIQUID LIMIT

BH21

BH21

BH21


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 24/28

LIQUID LIMIT

BH22

BH22


DEPTH(m)


24

-

17

N.P.

7

SM

SC-SM

0.0

2.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 25/28

LIQUID LIMIT

BH22

BH22


DEPTH(m)


-

-

-

N.P.

N.P.

SM

SM

3.0

9.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 26/28

LIQUID LIMIT

BH23

BH23

BH23


DEPTH(m)


-

-

19

-

-

5

N.P.

N.P.

SC-SM

SM

SM

1.0

3.0

9.0

24


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 27/28

LIQUID LIMIT

BH24

BH24

BH24


DEPTH(m)


25

-

-

19

-

N.P.

6

N.P.

SP-SM

SC-SM

SM

1.0

2.0

9.0

-


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND




SC

SP-SM

SM

2.0

3.0

7.5

27


-

-

19

-

-

8

N.P.

N.P.


DEPTH(m)

S05000249

FIGU

RE

No. C

-1A

pp. C, S

ec.C-1, P

age 28/28

LIQUID LIMIT

BH25

BH25

BH25


0.00

3

0.00

1

0.00

6

0.01

0.01

9

0.03

7

0.07

5

0.15

0.18

0.42

5

0.852.0

4.759.5

19.0

37.5

75.0

152

0

10

20

30

40

50

60

70

80

90

100


PE

RC

EN

T P

AS

SIN

G

Hydrometer 6"5" 3" 1½ " 3/4" 3/8" 4 10 20 40 80 100 200

COBBLESGRAVEL

COARSE FINESAND


S05000249

APPENDIX C

SECTION C-2 UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

TABLE NO. C-2-1UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

BH.No. Depth (m)

Natural Moisture Content

(%)

Bulk Density (g/cm3)

Dry Density (g/cm3)

Unconfined Compressive

Strength (kg/cm2)

Type of Material

10.7 21.1 1.724 1.424 12.612.5 19.8 2.122 1.771 24.814.2 18.7 1.989 1.676 12.510.8 17.4 1.748 1.489 13.4 MUDSTONE13.2 20.5 1.871 1.553 15.8 Calcareous SANDSTONE12.1 17.1 1.898 1.621 13.414.4 16.9 1.837 1.571 16.616.3 15.6 1.898 1.642 14.118.9 5.6 2.244 2.125 52.1 Crystalline GYPSUM11.5 15.4 1.875 1.625 16.113.4 14.7 1.812 1.580 14.912.6 14.1 1.912 1.676 15.114.1 7.2 1.896 1.769 15.616.2 15.4 2.043 1.770 18.718.5 1.0 2.206 2.184 73.6 Crystalline GYPSUM11.8 20.0 1.979 1.649 12.713.1 19.3 1.631 1.367 20.511.0 14.1 1.868 1.637 13.512.8 22.7 1.902 1.550 16.115.6 21.2 1.894 1.563 12.117.1 6.6 2.094 1.964 34.0 Crystalline GYPSUM11.9 5.8 2.226 2.104 59.3 Calcareous SANDSTONE13.4 10.3 2.264 2.053 62.214.9 14.4 2.273 1.987 39.811.9 23.4 1.896 1.536 13.113.9 26.0 1.873 1.487 16.415.7 24.2 1.875 1.510 13.918.1 25.7 2.030 1.615 20.919.6 4.3 2.066 1.981 37.1 Crystalline GYPSUM11.9 21.1 1.963 1.621 13.413.1 21.2 2.141 1.767 16.014.2 7.1 2.015 1.881 27.0 Crystalline GYPSUM11.1 21.1 1.812 1.496 14.312.0 23.8 1.934 1.562 14.613.6 13.5 1.839 1.620 16.110.9 5.6 1.734 1.642 45.112.8 9.2 1.685 1.543 40.414.8 7.2 1.982 1.849 51.211.3 13.2 1.833 1.619 13.813.1 13.8 1.683 1.479 12.914.3 11.1 1.592 1.433 15.7

BH10

BH12

BH13

MUDSTONEBH11

Crystalline GYPSUM

MUDSTONE

Crystalline GYPSUM

MUDSTONE

MUDSTONE

MUDSTONE

BH9

BH8

BH7

MUDSTONE

BH2

BH1

MUDSTONE

BH4

MUDSTONE

MUDSTONE

BH3

MUDSTONEBH6

BH5

S05000249 App. C, Sec.C-2, Page 1/2

TABLE NO. C-2-1UNCONFINED COMPRESSIVE STRENGTH TEST RESULTS

BH.No. Depth (m)

Natural Moisture Content

(%)

Bulk Density (g/cm3)

Dry Density (g/cm3)

Unconfined Compressive

Strength (kg/cm2)

Type of Material

11.9 22.9 1.929 1.570 13.114.1 23.0 1.629 1.324 15.911.4 16.5 1.859 1.596 12.213.4 20.5 1.725 1.432 16.915.6 11.5 1.883 1.689 37.417.1 10.4 1.778 1.611 12.519.4 1.6 2.291 2.255 79.7 Crystalline GYPSUM10.8 20.7 1.883 1.560 13.112.3 19.1 1.879 1.578 15.113.9 19.6 1.920 1.605 15.611.6 14.0 2.088 1.832 19.712.8 16.5 1.947 1.671 15.614.1 9.5 2.005 1.831 21.2 Crystalline GYPSUM11.2 18.5 1.815 1.532 17.1 MUDSTONE13.2 10.1 2.243 2.037 64.4 Crystalline GYPSUM15.4 17.3 1.711 1.459 27.4 MUDSTONE17.6 10.6 2.030 1.835 27.918.6 10.1 2.134 1.938 91.711.0 13.5 1.667 1.469 11.6 Calcareous SANDSTONE12.9 15.8 1.872 1.617 39.314.9 12.9 1.791 1.586 16.010.8 15.4 1.874 1.624 16.1 CALCARENITE13.0 20.1 2.056 1.712 18.415.1 10.9 1.720 1.551 39.117.1 1.0 2.242 2.220 111.9 Crystalline GYPSUM11.3 15.9 1.898 1.638 17.7 MUDSTONE13.3 5.7 1.996 1.888 55.7 Crystalline GYPSUM15.4 14.2 2.074 1.816 19.0 MUDSTONE18.4 5.0 2.266 2.158 59.5 Crystalline GYPSUM11.2 9.6 1.967 1.795 12.9 Calcareous MUDSTONE13.9 4.0 2.129 2.047 50.6 Crystalline GYPSUM11.3 20.4 2.262 1.879 18.512.2 3.6 2.148 2.073 35.113.7 3.7 2.455 2.367 31.311.4 9.3 1.592 1.457 16.513.4 21.5 1.753 1.443 14.516.2 7.1 2.136 1.994 71.517.8 1.9 2.313 2.270 93.010.9 19.0 1.904 1.600 25.212.3 20.1 1.853 1.543 19.813.9 19.0 1.953 1.641 26.8

MUDSTONE

MUDSTONEBH25

BH24Crystalline GYPSUM

MUDSTONE

BH23

Calcareous MUDSTONEBH17

MUDSTONEBH16

MUDSTONE

MUDSTONEBH19

BH18

Crystalline GYPSUM

BH22

BH21

BH20

BH15

BH14

MUDSTONE

MUDSTONE

S05000249 App. C, Sec.C-2, Page 2/2

S05000249

APPENDIX C

SECTION C-3 CHEMICAL TEST RESULTS

S05000249 App. C, Sec.C-3, Page 1/1

TABLE NO. C-3-1

SUMMARY OF CHEMICAL TEST RESULTS

SULPHATE CONTENT CHLORIDE CONTENT

In Ground Water*

In Soil* 2:1 water/soil

extract

In Ground Water **

In Soil* 2:1 water/soil

extract

Borehole/ Sample

No

Sample Depth

(m) as SO3 (g/L)

as SO3 (g/L)

as Cl- (g/L)

as Cl- (% by wt.)

pH VALUE *

BH1 1.0 - 0.4 - 1.32 9.8

BH4 1.0 - 1.6 - 0.30 8.7

BH11 1.0 - 0.6 - 0.21 8.6

BH15 3.0 - 0.5 - 0.68 8.8

BH18 1.0 - 0.7 - 0.40 8.5

BH25 1.0 - 0.4 - 0.63 9.2

BH6 Water 5.24 - 71.45 - 7.3

BH7 Water 5.40 - 82.44 - 7.4

BH8 Water 5.65 - 113.12 - 7.2

BH9 Water 5.68 - 116.66 - 7.3

BH18 Water 5.12 - 96.81 - 7.4

BH19 Water 4.32 - 26.60 - 7.9

BH23 Water 4.42 - 28.55 - 8.0

* According to BS 1377 : Part 3 : 1990 (Amd. 9028-96) **According to ASTM D512 - 89 (99)

S05000249

APPENDIX D

RECOMMENDATION FOR CONCRETE

nora

Appendix D, Page 1/3

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S05000249

APPENDIX E

LITERATURE FOR PILES ON ROCK

S05000249 Appendix E, Page 1/2

LITERATURE FOR PILES ON ROCK

The in-situ or static pile capacity computations are necessary to estimate the number of piles for a job and the required pile lengths for the design of the substructure elements. All the static pile formulas may be expressed by the following basic equation:

Qu = Qp + Qf Where: Qu = Ultimate Pile Capacity Qp = Load Carried by End Bearing (Pile Base) = qb . Ab Qf = Load Carried by Friction Along Perimeter of Pile = fs . As

Ab = Pile Base area As = Pile shaft area in contract with rock (socket area) qb = Ultimate base resistance fs = Ultimate skin friction / Adhesion Differences of this equation lie in the methods used to evaluate the friction and end bearing portions of the equation. It is impossible to predict with accuracy the ultimate end bearing capacity of straight sided piles bearing on rock directly from the results of the laboratory uniaxial compressive strength tests, which are usually carried out on specimens of intact rock core and cannot model the overall effect of discontinuities within the rock mass.

Where the joints are spaced widely, that is at 600mm or more apart, or where the joints are tightly closed and remain closed after pile installation, the ultimate base resistance may be calculated from the following equation: qb = 2Nφquc

φ Nφ = tan2 450 + 2 where,

Nφ = bearing capacity factor, quc = Unconfined compressive strength of intact rock

Wyllie gives the following friction angles for intact rock which should be used only as a guide because of the wide variations which can occur due to site conditions.

Classification Type Friction angle (degrees)

Low friction Schists (high mica content) Shale Marl

20 to 27

Medium friction

Sandstone Siltstone Chalk Gneiss Slate

27 to 34

High friction Basalt Granite 34 to 40

The values of Nφ obtained from the friction angle of an intact rock can be reduced substantially if the rock mass has open or clay-filled joints, or if joints which are tightly closed in situ are subsequently opened by pile displacement and vibrations. In the case of open joints the ultimate base resistance may be no more than the unconfined compression strength, quc, of the intact rock.

However, various model tests in intact rock carried out by Pells and others as well as collection of available

data from the field (Thorne, 1977) have shown that the ultimate end bearing capacities of 1.5 to 4.5 times the measured uniaxial compressive strength for the jointed, fractured rock to intact rock, respectively are not unduly conservative for preliminary design purposes.

In this report, qb = 4.5quc was considered in calculation of ultimate base resistance.

S05000249 Appendix E, Page 2/2

When piles are socketed or driven into rock, some load transfer to the embedded portion of the shaft will occur. Correlations between the unconfined compression strength of the rock and rock socket bond stress have been established by Horvarth, Rosenberg and Journeaux and Williams and Pells. The ultimate bond stress (skin friction/adhesion), fs, is related to the average unconfined compression strength, quc, by the equation:

ucs qaf β=

where α is a reduction factor relating to quc as shown in Figure 1

β is a correction factor related to the discontinuity spacing in the rock mass as shown in Figure 2. β = 1 for all cases for the Horvarth, Rosenberg and Journeaux

The β factor is related to the mass factor, j, which is the ratio of the elastic modulus of the rock mass to that

of the intact rock. If the mass factor is not known from loading tests or seismic velocity measurements, it can be obtained approximately from the relationships with the rock quality designation (RQD) or the discontinuity spacing quoted by Hobbs as follows:

RQD (%) Fracture frequency per meter Mass Factor j

0-25 15 0.2

25-50 15-8 0.2

50-75 8-5 0.2-0.5

75-90 5-1 0.5-0.8

90-100 1 0.8-1.0

However, on the basis of the data summarized by Thorne (1977) Poullos and Davis (1980) suggested the use of an ultimate adhesion value of 0.15 times the measured uniaxial compressive strength for preliminary design purposes. In this report, fs = 0.2 quc was considered in calculation of ultimate skin friction.

Figure No.1: Reduction factors for rock socket skin friction

Figure No. 2: Reduction factors for discontinuities in rock mass (after Williams and Pellis)

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