GEOTECHNICAL INVESTIGATION FOR

CP-4 ROADS AND INTERCHANGES

LUSAIL CITY
STATE OF QATAR

REPORT: 11-5313-QA 07th JUNE 2011

REPORT ISSUE STATUS

<00> 15-May-11 Draft Factual Report CHV CHV PB

<01> 07-Jun-11 Final Factual Report CHV CHV PB

Issue Date Description Prepared Checked Approved

HALCROW (CONSULTING ENGINEERS & ARCHITECTS) LTD. FUGRO PENINSULAR

P.O. BOX 19923 P.O. BOX 47167
DOHA DOHA
STATE OF QATAR STATE OF QATAR
Halcrow (Consulting Engineers & Architects) Ltd.
P.O. BOX 19923
Doha
State of Qatar

For the attention of Mr. Sallie Vest

Ref: 11-5313-QA 07th JUNE 2011

GEOTECHNICAL INVESTIGATION FOR

CP-4 ROADS AND INTERCHANGES
LUSAIL CITY
STATE OF QATAR

Dear Madame,

We have pleasure in enclosing herewith one (1) digital copy of our final factual report on the above
project. Should you have any queries with regard to our report, please do not hesitate to contact us.

We are pleased to have been of service on this occasion and look forward to further co-operation on
future projects.

Yours faithfully,

FUGRO MIDDLE EAST

Horatiu V. Corbeanu
Lead Engineer Qatar
 GEOTECHNICAL INVESTIGATION FOR
CP-4 ROADS AND INTERCHANGES
LUSAIL CITY
STATE OF QATAR

CONTENTS PAGE

SUMMARY (i)

1.0 INTRODUCTION ........................................................................................................................ 1

2.0 THE SITE AND REGIONAL GEOLOGY ..................................................................................... 1

3.0 FIELDWORK .............................................................................................................................. 5

4.0 LABORATORY TESTING ......................................................................................................... 10

5.0 SUBSURFACE CONDITIONS .................................................................................................. 11

6.0 REPORT LIMITATIONS ........................................................................................................... 13

7.0 REFERENCES ......................................................................................................................... 14

PLATES
PLATE 1 LOCALITY PLAN
PLATES 2.1 TO 2.2 SITE PLAN
PLATE 3 COORDINATES AND ELEVATIONS

APPENDICES
APPENDIX A FIELD RESULTS
APPENDIX B LABORATORY TEST RESULTS
APPENDIX C CORE PHOTOGRAPHS

Report No.: 11-5313-QA

SUMMARY
A geotechnical investigation geotechnical comprising twenty-three (23) geotechnical boreholes,
twenty (20) destructive drilling, geophysical cross-hole and tomography as well as MASW survey
was performed as instructed by Halcrow Ltd. (further named the Client). The work was performed to
ascertain ground condition and to provide geotechnical data for civil engineering aspects regarding
the proposed development in the city of Lusail, as part of the CP-4 Roads and Interchange Project,
State of Qatar.

Reporting wise, the project was divided in:

1) MASW Surface Geophysical Investigation for Lusail CP-4 Roads and Interchanges
2) Downhole Geophysical Investigation for Lusail CP-4 Roads and Interchanges
3) Factual Geotechnical Report on Lusail CP-4 Roads and Interchanges

The present factual report presents only the geotechnical findings.

th nd
The fieldwork was performed from March 5 2011 to May 2 2011 and a subsequent programme of
laboratory testing was performed on representative soil and rock samples recovered from the site.

The lithologies identified in boreholes follow closely the local geology of the area. Under a variable
thickness of made ground or residual soils, the rock sequence starts with the Simsima Limestone
Unit being followed by the Midra Shale Unit and Rus Formation.

The groundwater levels were monitored in seven (7) boreholes over a period of two (2) weeks and
indicate water flow towards the main dewatering system, generally being well below mean sea level.
The observed groundwater levels are presented in the current report.

Report No.: 11-5313-QA Page i

1.0 INTRODUCTION

A geotechnical investigation was performed as instructed by the Client to ascertain ground

conditions and to provide geotechnical data for civil engineering aspects regarding the
proposed development in the city of Lusail, as part of the CP-4 Roads and Interchange
Project, State of Qatar.

Fugro Peninsular, the Qatar branch of Fugro Middle East, carried out the geotechnical
investigation.

th nd
Fieldwork was performed from March 5 2011 to May 2 2011. The work has been performed
in general accordance with “British Standard BS 5930: 1999, Code of practice for Site
Investigations” and relevant engineering standards.

This report presents the factual data only.

The site location is indicated on the locality plan, Plate 1. All field activities are indicated on
the site plan, Plate 2.1 and Plate 2.2.

2.0 THE SITE AND REGIONAL GEOLOGY

The investigation area is generally represented by the outside space of Lusail development
site, in the undeveloped land. However, some geotechnical investigation passed through
Lusail security gate no. 2 and extended inside the Lusail development site.

Detailed site investigation locations are presented on the locality plan, Plate 2.1 to Plate 2.2.

2.1 Regional Geology

The Qatar peninsula is geologically part of the Arabian Gulf Basin which has accumulated
sediments with little interruption and has been influenced in only a minor way by tectonic
activity, since the Paleozoic Period. The thicknesses of sediments overlying basement rocks
in Qatar are estimated to be over 10 km. The recent post Cretaceous geological succession of
Qatar can be summarized as a rhythmical sequence of shallow water marine limestone along
with occasional shale and evaporates. The latter two are representing accumulations of
material from nearby landmasses and precipitation of anhydrite and gypsum in still shallow
basins. Occasional interruptions to sedimentation have occurred producing unconformities.

The geological structure of Qatar can be summarised as comprising a central arch, the axis of
which runs south to north through the centre of the country from Al-Shahaniyah to Al Majidah.
The dome then flattens only to re-emerge offshore to form the North Dome, which has gained

Report: 11-5313-QA Page 1

 importance as a trap for a considerable volume of natural gas resources.

The uplift has probably been triggered both by migration of deep-seated salt deposits along
with the tectonic movement associated with mountain building elsewhere in the Gulf margins-
Zagros (Iran) and the Omani Mountains.

The Tertiary sedimentation started with a marine transgression in the Paleocene (Umm Er
Radhuma Formation, not exposed in Qatar). Later, shallow marine to sabkha conditions
prevailed until the end of the Eocene; a carbonate-evaporite sequence (Rus and Dammam
Formation) was deposited during this period. A sea regression at the end of the Eocene is
marked by a widespread unconformity, causing the absence of Upper Eocene and Oligocene
deposits over most of the area.

The formations exposed in the present day Qatar peninsula are represented by Rus and
Dammam Formations, part of the Hasa Group together with Umm Er Radhuma Formation.
Vertically, upward in the stratigraphic sequence, the Middle Eocene Dammam Formation is
succeeded by the Miocene Dam Formation and Pliocene to Late Miocene Hofuf Formation
(Nasir et al. 2003).

2.1.1 Rus Formation

The type-section of the Rus Formation is in Umm ar Ru’us’ (south-eastern flank of Dammam
Dome – Saudi Arabia). The Rus Formation deposition was restricted to a lagoonal to
supratidal sabkha setting. Eustatic sea level was generally high with high-frequency
regressive events (Ziegler 2001).

The uppermost part of the formation is formed of a granular limestone of calcarenite type, of
average strength, greyish, sometimes with secondary dolomitization and often fossiliferous. Its
thickness generally remains rather uniform (0.80 – 1.0m). It is referred to as the Khor
Limestone, well exposed in Al-Khor, on top of the coastal cliffs, where it was formerly
extracted as building materials.

Immediately below this, less irregular dolomitised limestones occur, generally whitish or
yellowish due to oxidation, soft, of chalky aspect, with thin intercalations of veins of greenish
to brownish clay (from a few centimetres up to 0.50m). Several beds of whitish to greyish
dolomitic limestone, generally strong, vesicular, often spongy or tufaceous in aspect, narrow
(approx 1.0m) have also been identified in the sedimentary sequence.

Towards the bottom of the sequence, the white soft limestone includes some quartz
occurrences which suggest gypseous pseudomorphoses.

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 A particular feature of the Rus is the occurrence of numerous and extensive beds of
evaporates, mainly gypsum and anhydrite. The gypsum beds, which individually can be up to
4m thick, are present beneath ground level throughout southern Qatar. They extend
northwards to a belt between the Dukhan Anticline the central arch and south of Al Khor.
North of this belt, evaporates are absent from the Rus Formation. This absence is probably a
result of the arch activity, rising during the Lower Eocene, thus preventing deposition of
evaporates rather and their subsequent dissolution.

Where present however, the upper beds of gypsum have subsequently been extensively
dissolved by circulating groundwater causing the overlying strata to slump in places, giving
rise to surface collapse structures.

2.1.2 Dammam Formation

The eustatic sea-level indicates a gradually falling sea level from the base to the top of the
Dammam Formation. Consequently, it is possible that only a relatively small part of the
Arabian Shield was exposed, at least at the beginning of the depositional sequence.

The wide eastern shelf of the Plate was covered by the Dammam Formation (limestone and
dolomite, marl and shale) that reach about 30m thick. The base of the Dammam represents
an open-marine environment, whereas the upper part indicates a shallow-marine environment
and a siliciclastic influence from the west (Ziegler, 2001).

2.1.2.1 Midra Shale

The Midra Shale Formation consists of pale yellow-orange to yellow-green shale and clay and
very pale orange marl and dolomite. The shales are finely fissile (papyraceous) and contain
clays, dolomite and gypsum. The dolomitic marl is laminated and contains some pellet ghosts
called ferricrete. It consists of dolomite, clay minerals and minor quarts, feldspar and gypsum.
The unit ranges between 2 and 10m in thickness.

Iron oxides pseudomorphosing pyrite cubes in the Midra Shale are clear evidence that
reducing conditions existed in the basin and the water level was much higher than in the
underlying Rus Formation (subtidal/dysaerobic). Conversely, layers near the top of the Midra
Shale abundant in gypsum bear witness to strong evaporation and oxidizing conditions in
parts of the basin.

The maximum flooding surface (MFS) during Eocene represents a key element. This layer is
located in the lower part of Midra Shale, where argillaceous rocks rich in marine fossils (shark
teeth) and abundant allogenic palygorskite are found (LeBlanc, 2008)

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2.1.2.2 Dukhan Limestone
This member is a massive limestone, generally about 1.0m thick but can reach up to 3.0m in
places. It is a strong, microcystalline, partly recrystallised and dolomitised limestone (M.
Namik Cagatay, 1990). It consists of a whitish to yellowish limestone (or dolomite) more or
less clayey. This layer is fairly continuous and may sometimes be divided into two beds by
intercalated attapulgite shale. It appears to represent an upper lithological term of the Midra
Series.

2.1.2.3 Simsima Limestone

This member is represented by a highly recrystallised chalky limestone. At the bottom (over a
5.0m maximum thickness) it locally includes marls and even thin stringers of attapulgite
shales.

From an engineering aspect much of the Simsima Limestone can be described as weak to
moderately weak and moderately strong, occasionally strong, and off-white to light grey and
light brown, fine grained and/or crystalline limestone with joints and fractures of variable
spacing, typically non-intact, crystalline, or pseudo-brecciated dolomitic limestone, along with
calcareous siltstone. Thin bands or lenses of carbonate siltstone and marl and interconnecting
voids and cavities in-filled with silt, marl, calcite or gypsum are often observed. The upper
layers of the formation are typically highly weathered and tend to be more incompetent in
terms of cementation, strength, fractures and weathering with depth. It is also frequently
intermixed, or contains pockets of, poorly to moderately cemented light greenish-grey to
purple diagenetically derived carbonate Silt/Siltstone. The secondary carbonate Siltstone may
constitute up to 60% of the rock mass.

The upper layers of the Simsima Limestone tend to be highly weathered to the extent that the
Limestone forms gravel and cobbles within a silt, sand or marl matrix.

Essentially, the Simsima Limestone possesses a bimodal nature comprising hard re-
crystallized predominantly calcareous (occasionally dolomitic) “original” limestone and a
variable percentage of secondary attapulgitic mudstone / clay / siltstone. The engineering
properties of the limestone are largely influenced by:

1. The relative percentage of original limestone to secondary material.

2. The degree of cementation of the secondary material. Where the rock comprises a
high percentage of weakly cemented secondary attapulgite, the whole rock mass is
generally more fractured and considerably weaker in terms of the bearing capacity of
the strata.

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 The variation in the quality of the limestone can be significant over relatively small lateral or
vertical distances with different strengths of limestone. It is also important to note that
wetting/saturation of the rock mass causes significant reductions in the rock mass strength as
the secondary attapulgitic clay becomes highly plastic upon wetting. This phenomenon is
particularly important in the zones where the rock mass comprises a relatively high
percentage of secondary attapulgite (>50%).

The Simsima Limestone is known to be up to 15m thick, the thickest development being in the
extreme north of the peninsula, particularly away from the central arch. It is believed that a
restricted thickness of Simsima Limestone has been deposited over the Central, Simsima
Arches and Dukhan Anticline.

3.0 FIELDWORK

The full program of subsurface investigation included the following scope of work:
• Surveying of field tests locations.
• Twenty three (23) geotechnical boreholes advanced down to 20m, 25m, 30m, 35m and
50m below existing ground level with:
o Disturbed bulk soil sampling of surface soils;
o Regular split-spoon sampling during Standard Penetration Tests (SPTs) in soils;
o Continuous coring in rock.
• Twelve (12) destructive boreholes with record of drilling parameters and eight (8)
destructive boreholes without record of drilling parameters.
• Installation of seven (7) 2” uPVC standpipes with long term groundwater monitoring (2
weeks period)
• Thirteen (13) single packer tests

All the works were performed by experienced Fugro geotechnical personnel under the
supervision of one (1) experienced onsite engineer, one senior geotechnical engineer and a
full time drilling supervisor. The works were performed in general accordance with the “British
Standard BS 5930: 1999 “Code of Practice for Site Investigations”.

The field activity locations are indicated on Plate 2.1 to Plate 2.2 relative to the proposed site
layout. Field test results are presented in Appendix A. The presentation of field results is
preceded by a “symbol legend for geotechnical logs” and a “summary of soil and rock
definitions”, on Plates A1.1 to A1.3, and A2 respectively.

Report No.: 11-5313-QA Page 5

3.1 Surveying of Test Locations

All fieldwork activity locations were set out in accordance with the Consultant’s instructions.
Fugro Peninsular surveyors set out the locations using a Leica GPS (in Real Time Kinematic
mode) with reference to local benchmarks.

Coordinates and elevations of fieldwork activity locations are summarized on Plate 3. The
coordinates are relative to Qatar National Grid (QNG) and the reduced levels are related to
Qatar National Height Datum (QNHD).

3.2 Exploratory Boreholes

Drilling of geotechnical or environmental boreholes was performed using trailer mounted

Edeco-T30 rigs. The boreholes were advanced through soil deposits using rotary wash boring
equipment and methods. In the underlying rocks rotary coring equipment and techniques were
used to advance the boreholes.

Rotary coring in rock was carried out using double tube wireline, PQ rotary core barrel, fitted
with impregnated drilling bits, producing nominal core diameter of 82mm. In highly fractured
rock the core runs were generally shorter than 0.5 m in order to optimise core recovery. In the
more competent rock core runs were continued to a maximum of 1.5 m. During coring water
was used as the flushing medium and care was taken to adjust the water pressure to obtain
the optimum core recovery. Where necessary guargum (a natural starch) polymer based was
added to the flush water to aid in core recovery, particularly in poorly indurate rocks.

Standard Penetration Tests (SPTs) were conducted at regular intervals within the soil layers in
order to estimate the relative densities and obtain samples for classification purposes. Test
intervals were generally 1.0m down to top of rock.

SPT’s were conducted in accordance with British Standard BS 1377: Part 9: 1990, “Methods
of test for soils for civil engineering purposes”. The test involves driving a 50mm external
diameter thick walled tube (split spoon sampler) into the bottom of the borehole with
successive blows of a 63.5kg hammer falling freely through 760mm. The sampler is driven
through 6 intervals of 75mm and the number of blows required to penetrate each interval is
recorded. The initial 150mm interval or 25 blows (whichever first achieved) is intended to
ensure “seating” of the sampler such that it penetrates beyond the zone of influence of any
soil disturbance at the base of the borehole. The aggregate number of blows to drive the
sampler over the final 300mm is termed the “N” value, and is considered indicative of the in-
situ relative soil density. Where a penetration of 300mm was not achieved, due to the density
or degree of cementation of the deposits encountered, the number of blows and distance

Report No.: 11-5313-QA Page 6

 driven are recorded on the borehole logs.

Bulk sample from surface along with disturbed SPT soil samples were collected and retained
in sealed, labelled plastic bags. Core samples were carefully transferred from the core barrel
to purpose-built wooden core boxes. Consecutive core runs were separated within the core
boxes with labelled core spacers and then wrapped in clear plastic to preserve moisture for
possible laboratory testing.

The samples were transported to Fugro’s laboratory in Doha for logging and sampling.
Representative samples were selected for laboratory testing to assist with sample descriptions
and determination of engineering properties of the soils and rocks. All lab schedules were first
approved by Client. The cores were photographed and copies of these are presented in
Appendix C of this report.

Careful attention was paid during boring and drilling to the existence of groundwater.
Groundwater levels were recorded at suitable breaks in boring operations, at the beginning
and end of each shift. These levels are given on the borehole logs. However, due to the
nature of the limestone formation in the area and the fact that water was used as flushing
media during drilling, the groundwater levels in boreholes are subjected to interpretation.
Thus, the long term groundwater monitoring should be considered for the true groundwater
level in the area.

Borehole logs are included in Appendix A, Plates A4.1.1 to A4.23.3.

3.3 Standpipes

In order to accurately monitor groundwater levels after the fieldwork activities, in seven (7)
geotechnical borehole locations Fugro installed standpipes at a maximum depth of 30m below
existing ground level. Prior to installation, the boreholes were thoroughly cleaned and water
was purged out of the hole. Installation details were provided by Client and presented in
Appendix A, Plates A7.1 to A7.7. The uPVC pipe, factory slotted over the requested distance,
was surrounded by fine gravel to about 0.50m above the slotted section. A 0.5m thick
bentonite seal capped the filter area and the remaining of the borehole was filled with cement
grout.

The top of the standpipe was protruded around 0.7m above the surrounding ground level and
encased in concrete. The standpipes were fitted with a threaded screw top (cap) for protection
and ease of access. Moreover, the standpipes were encased in steel casing, surrounded by
protective bollards painted in red and white to increase visibility.

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 Detailed representation of each standpipe is presented in Appendix A, on borehole logs as
well as in Appendix A, Plates A6.1 to A6.7. A summary of standpipe installation is provided in
Table 1 below:

Table 1 Summary on standpipe Installation

Water Level 24 Hours
Screen Interval
Borehole Id after Installation
( mbg ) ( m QNHD ) (m QNHD)
JU12-101 17m Æ 20m -13.35m Æ -16.35m -5.50
Ju12-103 17m Æ 20m -15.90m Æ -18.90m -8.48
JU12-123 17m Æ 20m -16.35m Æ -19.35m -9.79
JU13-124 17m Æ 20m -15.10m Æ -18.10m -11.89
JU14-122 22m Æ 25m -20.65m Æ -23.65m -6.30
MI-113 24m Æ 30m -21.80m Æ -27.80m -12.37
MI-114 24m Æ 30m -21.25m Æ -27.25m -13.31

3.4 Long-Term Groundwater Monitoring

The long term groundwater monitoring was done by means of divers (automated data-
loggers). The data loggers were lowered inside the standpipe, almost to the bottom of the
standpipe. The data-loggers (pressure-transducers) were set to a 5 minute interval reading
and they measured the water head above. Outside, a barometric pressure-transducer was
installed to measure any variation in the atmospheric pressure. During processing, the data
retrieved from the data-logger was compensated for the outer atmospheric pressure and the
true water level was determined.

As per Client’s request, the long term groundwater monitoring covered a period of two (2)
weeks and the data is presented in Appendix A on Plate A8.1 to Plate A8.7.

3.5 Lugeon permeability test

Water injection (or Lugeon) tests were carried out in accordance with the procedures given in
Section 25.5 of British Standard BS 5930: 1999, “Code of Practice for Site Investigations”.

The tests were carried out using a single pneumatic “packer” to isolate the desired section of
the borehole. The minimum test section was 2 metres.

Prior to carrying out the test, the boreholes were gently flushed with clean water to remove
cuttings and any sludge deposited on the borehole hole. Then, the packer unit was lowered
into the borehole in order to seal the required test section. Water was then pumped into the
boreholes using a suitable pump utilising three pressure increments, followed by two
decreasing stages. The pressure increments were set in such a way not to exceed the

Report No.: 11-5313-QA Page 8

 maximum overburden stress, minimizing the chances to hydraulically fracture the rock or
washing/opening of fractures.

During testing, each pressure stage was maintained for a period of 15 minutes, with flow
readings taken at 5 minutes intervals. A stopwatch was used to measure elapsed time and a
flow meter was used to record the water discharge. Pressures were monitored at the surface
on 10mm diameter gauges set into the control assembly. Corrections were applied for friction
loses in the hoses and drilling strings.

The results of these tests are presented as field data together with plots of total head versus
flow and Lugeon value as calculated using the approximation given in BS 5930: 1999 Section
25.5.1(Lugeon unit is equal to a permeability of 10-7 m/sec).

Permeability results are presented in Appendix A, Plates A5.1.1 to A5.13.2, and a summary of
the results is presented in Table 2 below:

Table 2 Summary on packer test results

Depth Interval Permeability
Borehole ID
( mbg ) ( m QNHD ) (m/sec)
9.4m Æ 12.0m -7.30m Æ -9.90m 1.9E-05
Ju12-102 13.0m Æ 16.0m -10.90m Æ -13.90m 1.1E-05
17.0m Æ 20.0m -14.90m Æ -17.90m 1.2E-05
9.7m Æ 12.0m -9.05m Æ -11.35m 1.9E-05
JU12-123 14.0m Æ 16.0m -13.35m Æ -15.35m Total loss of pressure in hole
17.0m Æ 20.0m -16.35m Æ -19.35m 1.1E-05
9.0m Æ 12.0m -6.66m Æ -9.66m 3.6E-06
JU13-119 14.0m Æ 16.0m -11.66m Æ 13.66m 2.1E-05
17.7m Æ 20.0m -15.36m Æ -17.66m 1.5E-05
9.0m Æ 12.0m -7.58m Æ -10.58m 1.7E-05
JU14-121 14.0m Æ 16.0m -12.58m Æ -14.58m 2.1E-05
17.0m Æ 20.0m -15.58m Æ -18.58m 1.8E-05
11.0m Æ 13.0m -8.14m Æ -10.14m 1.5E-05
15.0m Æ 17.0m -12.14m Æ 14.14m 9.6E-06
MI-126
20.0m Æ 22.0m -17.14m Æ -19.14m 3.5E-06
25.0m Æ 27.0m -22.14m Æ -24.14m 5.3E-06

3.6 Diagraphy Probing

Diagraphy probing enabled interpretation of subsurface ground conditions during drilling activities,
based on monitoring of drilling rig performance. Diagraphy probing was considered suitable to
identification and quantification of cavities on site.

Diagraphy probing was performed with the rotary drilling rig, instrumented to enable continuous
electronic data logging of fundamental drilling characteristics, as summarised in Table 3 below:

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 Table 3 Instrumentation Characteristics
Parameter Instrumentation Location of Instrumentation
Depth/ Penetration Rate Optical depth encoder unit Externally, top of mast
Hydraulic pressure Feed motor (applied & return
Thrust on drill bit (net)
transducers hydraulic lines)
Hydraulic pressure Rotary motor (applied & return
Torque on drill string (net)
transducers hydraulic lines)
Hydraulic pressure
Flushing fluid pressure Flushing flow line
transducer

Monitoring of the probing parameters was performed using a purpose-designed logging unit,
together with a corresponding operating software package. The logging unit was set to record the
probing parameters at 2cm depth intervals, thereby providing a continuous subsurface data profile.

Diagraphy probing records are presented in the form of plots of drilling parameters versus depth.
The results are attached in Appendix A, Plate A8.1 to 8.12. Where diagraphy probing was not
performed, manual record of penetration per linear meter was kept and reported in Appendix A,
Plate A9.1 to A9.8. A listing of probe number and type of drilling is presented in

Table 4 Listing of Probe Number of Type of Drilling

Borehole ID Drilling Type
P01 Destructive Drilling
P02 Destructive Drilling
P03 Destructive Drilling
P04 Destructive Drilling
P05 Destructive Drilling
P06 Diagraphy Probing
P07 Destructive Drilling
P08 Destructive Drilling
P09 Diagraphy Probing
P10 Destructive Drilling
P11 Diagraphy Probing
P12 Diagraphy Probing
P13 Diagraphy Probing
P14 Diagraphy Probing
P15 Diagraphy Probing
P16 Diagraphy Probing
P17 Diagraphy Probing
P18 Diagraphy Probing
P19 Diagraphy Probing
P20 Diagraphy Probing

After completion of drilling, in each borehole, a 3” PVC pipe was installed and grouted for
downhole geophysical testing. After completion of seismic survey, the PVC pipe was cut down
to present ground level and grouted in place.

4.0 LABORATORY TESTING

A program of laboratory testing has been performed on selected samples of soil and rock in
the boreholes. Details of the tests undertaken and quantities are given in Table 5. In general,

Report No.: 11-5313-QA Page 10

 laboratory testing has been performed in accordance with ASTM and British Standard
procedures.

Table 5 Summary of Laboratory Tests Performed

Type of Test Test Specification Quantity

Particle Size Distribution Curves BS 1377: Part 2: 1990 Clause 9.2 60

Moisture Content BS 1377: Part 2: 1990 Clause 3, 8.3 213
BS 1377: Part 2: 1990 Clause 3.2, 4.3,
Atterberg Limits 26
5.3
Unconfined Compressive Strength
ASTM D2938-95 153
(without measurement of E-modulus)
Unconfined Compressive Strength
ASTM D2938-95 & D3148-96 33
(with measurement of E-modulus)
Point Load Index ASTM D5731-02 399
Shear Box BS 1377 : Part 7: 1990 Clause 4.5.4 11
Triaxial Test BS 1377 : Part 7: 1990 Clause 8 1
BS 1377: Part 3: 1990 Clause 3, 5.3,
Chemical Analysis 163
5.3, 7.2, 9.5

Test laboratory results have been used to assist with the classification and determination of
relevant physical and mechanical properties of soil and rock samples. Laboratory test results
are presented in Appendix B1.1 to B1.6.

5.0 SUBSURFACE CONDITIONS

The subsurface profile encountered is illustrated diagrammatically with graphical log cross-
sections in Appendix A, on Plates A3.1 to A3.3 and a general geological cross-section in
Appendix A, on Plate A3.4 Full details of the strata encountered are given on the borehole
logs in Appendix A, Plates A4.1.1 to A4.23.3.

The lithologies identified in boreholes reveal several sedimentary units in layer-cake

geometry. However, the presence of the upper unconsolidated materials varied based on the
proximity to the reclaimed area, from a made ground unit to a marine sand unit. Thus, the
Made ground was identified mostly in the locations inside the present Lusail Development and
is generally represented by a well graded, silty/clayey, Sand and Gravel unit. On all the other
locations, the upper most lithological unit is represented by the marine Sand sequence,
generally represented by a poorly graded, locally uniform graded, silty/clayey, SAND with or
without shell fragments.

In the Marina Interchange, immediately below the marine sand sequence, a variable thickness
layer of cohesive deposits were identified, deposits classified as marine Silt. This layer was

Report No.: 11-5313-QA Page 11

 generally characterized by the presence of a sandy, SILT/CLAY unit, with low to intermediate
plasticity. The cohesive material was locally identified as well in boreholes MI-126, MI-115,
JU12-103 and JU14-122. However, in these locations, the marine silt layer could not be traced
or linked to the same horizon in Marina Interchange.

The rock unit was identified in all the boreholes. Generally, the rock unit started with the
geological formation known as Simsima Limestone, being followed by the Midra Shale unit
and the Rus Formation. Due to the different weathering degree of the rock and the amount of
clay pockets within the limestone unit, the upper rock sequence was divided into:

1) A weathered to highly weathered Simsima Limestone unit

2) Moderately and slightly weathered Simsima Limestone unit

The identified variation in the quality of the limestone was significant over relatively small
lateral or vertical distances. Thus, it is important to note that the amount of clay pockets within
the rock sequence caused significant reductions in the rock mass strength as the secondary
attapulgitic clay becomes highly plastic upon wetting. This phenomenon is particularly
important in the zones where the rock mass comprises a relatively high percentage of
secondary attapulgite (>50%).

The Simsima Limestone is also represented by a change of facies from the crystalline
dolomitic limestone into a lighter cream and light brown limestone with many yellowish brown
stains. The less crystalline nature of this zone suggests that it has not undergone a diagenetic
process to the same degree as the overlying strata. This zone generally tends to be more
competent in-situ i.e. less broken and less brittle.

As a general conclusion over the spatial delineation of Simsima Limestone, we can state now
that the eastern part of the site (inside the present Lusail Development area) is generally in a
less competent state, with a consistent higher weathering state of Simsima Limestone unit
towards the upper part. As we progress towards west (away from the sea), more competent
limestone appears towards the high part of the sequence.

Below the Simsima Limestone unit, the Midra Shale formation was identified in most of the
boreholes. This layer could not be traced in borehole locations JU12-123 and MI-104, but was
clearly described in all the other locations. The thickness of the sequence, where present,
varies from less than 1 meter in borehole location JU13-120 to over 3.50m thick in borehole
location MI-126. Generally, the unit is characterized by a weak and moderately weak
Calcilutite (Shale) and moderately weak and moderately strong crystalline limestone.

Report No.: 11-5313-QA Page 12

 The last geological formation identified in all boreholes is represented by the Rus Formation.
This unit is generally described as an interbedded and undifferentiated sedimentary unit
represented by Calcarenite, Calcisiltite, Calcilutite, Limestone and Chalk. Due to the different
degree of weathering that acted over the entire sequence, locally, the Calcilutite layer was
recovered as soft cohesive material (generally Clay with high plasticity) or the Calcisiltite layer
was decomposed down to high plasticity silt. As noticed in most of the excavations performed
in Lusail, the interbedded lithologies represent a continuous layer despite the reduced
centimeter to decimeter thickness of the layers.

Several horizons of “possible” cavities were identified on site during the field investigation.
These horizons were identified either in the diagraphy boreholes or in the geotechnical
boreholes. A short listing of these “cavities” is presented in the table below:

Table 6 Summary of Possible Cavities Identified during GI

Cavity
Depth Interval
Borehole ID Thickness

( mbg ) (m QNHD) (m)

MI-108 25.45m Æ 25.90m -23.66m Æ -24.11m 0.45
MI-112 21.05m Æ 21.30m -18.46m Æ -18.71m 0.25
P09 27.50m Æ 28.00m -25.74m Æ -26.24m 0.50
28.30m Æ 28.50m -26.63m Æ -26.83m 0.20
P11
28.80m Æ 30.0m -27.13m Æ -28.33m 1.20
P12 27.50m Æ 27.90m -25.89m Æ -26.29m 0.40
P13 32.60m Æ 33.00m -30.88m Æ -31.28m 0.40
P14 20.30m Æ 20.50m -18.39m Æ -18.59m 0.20
P15 18.30m Æ 18.80m -16.30m Æ -16.80m 0.50
P18 19.70m Æ 20.20m -17.09m Æ -17.59m 0.50
P19 7.50m Æ 7.60m -6.04m Æ -6.14m 0.10
P20 20.30 Æ 20.40m -18.57m Æ -18.67m 0.10

6.0 REPORT LIMITATIONS

The borehole and trial pit logs and related information depict subsurface conditions only at the
specific location and time where sampling was conducted. The lines designating the changes
between soil and / or rock layers represent approximate boundaries. The transition between
deposits / strata may be gradual or may occur between recovered samples.

This report presents the factual field and laboratory data carried out for development of the
CP-4 Lusail Roads and Interchange Project, State of Qatar.

Report No.: 11-5313-QA Page 13

7.0 REFERENCES

ASTM – American Society for the Testing of Materials

British Standards Institution, BS 8004, “Foundations”.

British Standards Institution, BS 1377:1990, “Methods of Test for Soils for Civil
Engineering Purposes”.

British Standards Institution, BS 5930:1999, “Code of Practice for Site Investigations”.

Cagatay, M. Namik “Palygorskite in the Eocene rocks of the Dammam Dome, Saudi Arabia”.
Clays and minerals, Vol.38 No.3, 299-307

Cavalier C., Salatt Abdullah, Heuze Yves, “Geological description of Qatar Peninsula
(explanations of the 1/100,000 geological maps of Qatar). Bureau de recherché geologiques
et minieres, Government of Qatar, Department of Petroleum Affairs, 1970

Clark, A.R. and Walker, B.F.: “A proposed scheme for the classification and nomenclature
for use in the engineering description of Middle Eastern sedimentary rocks”, Geotechnique,
Volume XXVII, No. 1, March 1977.

Jacques LeBlanc, “A Fossil Hunting Guide To the Tertiary Formations of Qatar, Middle
East”, March 2008

Nasir, S., Hamad Al-Saad, Addul Razak Al-Sayigh, Abdul Rahman Al-Harthy, “Ferricretes
of the Early Tertiary Dammam Formation in the Dukhan Area, Western Qatar: mineralogy,
geochemistry and environment of deposition”, Qatar J. Science, 23, 55-70.

Ziegler, Martin A., “Late Permian to Holocene Paleofacies Evolution of the Arabian Plate and
its Hydrocarbon Occurrences”, GeoArabia, Vol.6, No.3

Report No.: 11-5313-QA Page 14

 PLATES

LOCALITY PLAN PLATE 1

SITE PLAN PLATES 2.1 TO 2.2
COORDINATES AND ELEVATIONS PLATE 3
 Lusail City

SITE: Geotechnical Investigation for CP-4 Roads TITLE:

and Interchanges Location Plan
Lusail City
JOB REF : 11-5313-QA State of Qatar

DATE: 15-May-11 CLIENT: Halcrow Consulting Engineering and Architects PLATE No: 1
 MI-126
MI-125

MI-114 MI-115

JU12-123 MI-113

JU13-124
JU12-102 JU12-103
JU13-119
JU12-101
JU13-120

JU14-121

JU14-122

SITE: Geotechnical Investigation for CP-4 Roads TITLE: Marina + Junction

Geotechnical Boreholes and Interchanges Interchanges
Lusail City Site Plan
Piezometer Boreholes State of Qatar
JOB REF : 11-5313-QA

DATE: 15-May-11 CLIENT: Halcrow Consulting Engineers and Architects PLATE No: 2
 MI-104
P17
MI-112
P15 MI-111
P13 P18
P16
MI-110
P11 MI-109 P14
P9
P7 P12
P20
P5 MI-106 P10
P3
MI-107 P8
P1 P6
MI-105
P4
P19 P2

MI-108

SITE: Geotechnical Investigation for CP-4 Roads TITLE: Marina Interchange

Geotechnical Boreholes and Interchanges Site Plan
Lusail City
Destructive Boreholes State of Qatar
JOB REF : 11-5313-QA

DATE: 15-May-11 CLIENT: Halcrow Consulting Engineers and Architects PLATE No: 2
 GEOTECHNICAL BOREHOLES
BH NAME EASTING NORTHING ELEVATION DEPTH TYPE
(mQNG) (mQNG) (mQNHG) (mbgl)

JU12-101 228,762 404,669 3.66 20 BH/ OW

JU12-102 228,974 404,797 2.10 30 BH
JU12-103 229,197 404,921 1.10 20 BH/ OW
JU12-123 229,580 405,082 0.65 20 BH/ OW
MI-104 229,769 405,154 1.48 50 BH
MI-105 229,813 405,169 1.57 35 BH
MI-106 229,898 405,197 1.62 35 BH
MI-107 229,855 405,183 1.59 50 BH
MI-108 229,940 405,211 1.79 35 BH
MI-109 230,002 405,232 1.66 35 BH
MI-110 230,090 405,262 1.80 50 BH
MI-111 230,152 405,283 2.28 35 BH
MI-112 230,195 405,297 2.59 50 BH
MI-113 230,048 405,165 2.20 30 BH/ OW
MI-114 230,000 405,372 2.76 30 BH/ OW
MI-115 230,493 405,442 2.90 35 BH
MI-125 229,915 405,565 2.60 30 BH
MI-126 229,848 405,846 2.61 30 BH
JU13-124 230,136 404,890 1.90 20 BH/ OW
JU13-119 230,277 404,657 2.34 25 BH
JU13-120 230,274 404,470 1.68 25 BH
JU14-121 230,429 404,206 1.42 25 BH
JU14-122 230,445 403,942 1.37 25 BH/ OW

DESTRUCTIVE BOREHOLES
P NAME EASTING NORTHING ELEVATION DEPTH
(mQNG) (mQNG) (mQNHG) (mbgl)

P1 229,769 405,159 1.46 35

P2 229,773 405,151 1.40 35
P3 229,808 405,173 1.65 35
P4 229,811 405,163 1.64 35
P5 229,851 405,187 1.52 35
P6 229,854 405,178 1.59 35
P7 229,894 405,201 1.60 35
P8 229,897 405,192 1.60 35
P9 229,936 405,215 1.76 35
P10 229,939 405,207 1.76 35
P11 229,998 405,236 1.67 35
P12 230,001 405,227 1.61 35
P13 230,086 405,266 1.72 35
P14 230,089 405,256 1.91 35
P15 230,147 405,287 2.00 35
P16 230,149 405,276 2.22 35
P17 230,192 405,302 2.62 35
P18 230,195 405,292 2.61 35
P19 229,764 405,152 1.46 35
P20 229,944 405,213 1.73 35

SITE: Geotechnical Investigation for CP-4 Roads and Interchanges TITLE: Coordinates and Elevations
Lusail City
State of Qatar
JOB REF : 11-5313-QA

DATE: 15-May-11 CLIENT: Halcrow Consulting Engineering and Architects PLATE No: 3
 APPENDIX A
FIELD RESULTS

LEGEND FOR BOREHOLE LOGS PLATES A1.1 TO A1.3

SOIL/ROCK STRENGTH DEFINITIONS PLATE A2
BOREHOLE PROFILES PLATES A3.1 TO A3.4
BOREHOLE LOGS PLATES A4.1.1 TO A4.23.3
PACKER TEST RESULTS PLATES A5.1.1.1 TO A5.4.2.2
STANDPIPE INSTALLATION DIAGRAM PLATES A6.1 TO A6.7
LONG TERM GROUNDWATER MONITORING PLATES A7.1 TO A7.7
DIAGRAPHY DRILLING WITH RECORD OF DRILLING PLATES A8.1 TO A8.12
PARAMETERS
DESTRUCTIVE DRILLING WITH MANUAL RECORD PLATES A9.1 TO A9.8
OF PENETRATION TIME
CORAL

Plate A1.1
FUGRO PENINSULAR

SOIL AND ROCK STRENGTH DEFINITIONS

SANDS CLAYS (2) (3)

Angle of Shearing Angle of Undrained
Resistance Shearing Description “N” Value Description shear
Resistance
Uniform Mixed (4) (1) (2) strength
(3)
2
Grain Size Grain Size kN/m
3
(Densities in Mg/m )
<2 <2 Very soft < 12
29° Very Loose 2–4 2–4 Soft 12 – 25

Loose 5–9 4–8 Firm 25 – 50

29° - 34° 35° - 50° 29° - 30°
(1.4 – 1.9) (1.6 – 2.0)
8 – 15 Stiff 50 – 100
Medium Dense 10 – 30 15 – 30 Very stiff 100 – 200
Hard > 200
30° - 35° > 30
32° - 40° 38° - 46° 35° - 40° Dense 30 – 49
(1.7 – 2.1) (1.8 – 2.1)

40° Very dense > 50

REFERENCES: (1) Engineering Geological Mapping: QJEG 1972, Vol. 5, No. 2

(2) Terzaghi & Peck: Principles of Soil Mechanics
(3) CIRIA 143: SPT Method and use
(4) Hoek & Bray: The Stability of Rock Slopes
(5) Schmertmann: Guidelines for Cone Penetration Test U.S. Dept. of Transport,
1975

GRANULAR SOILS – Relative (BS 5930 :1999) COHSIVE SOILS – Consistency (BS 5930 : 1999)
For fine content >40%
No. of Blows N (SPT) Relative Density Consistency of Clay Undrained Shear Strength
2
Classification Cu (kN/m )
0–4 Very loose Very soft Less than 20
5–9 Loose Soft 20 to 40
10 – 29 Medium dense Firm 40 to 75
30 – 49 Dense Stiff 75 to 150
>50 Very dense Very Stiff 150 to 300
Very stiff to hard 150 to >300

ROCK STRENGTH CLASSIFICATION (BS 5930 : 1981)

Term Field definition Compressive Strength

2
(MN/m )
Extremely strong Rocks ring on hammer blows > 200
Very strong Core chipped only by heavy hammer blows 100 - 199
Strong Broken by heavy hammer blows 50 - 99
Moderately strong Broken by light hammer blows 12.0 - 49
Moderately weak Thin slabs or edges broken by heavy hand pressure 5 - 12.0
Weak Can be crumbled by heavy hand pressure 1.25 - 4.75
Very weak Crumbles easily in hand < 1.25

CORE LOGGING TERMS

T.C.R – Total Core Recovery : Core recovered expressed as a percentage of length drilled
S.C.R – Solid Core Recovery : Length of core recovered as solid full diameter core pieces expressed as a
percentage of length drilled
R.Q.D – Rock Quality Designation : Length of core recovered in lengths greater than 100 mm expressed as a percentage
of length drilled

Plate A2
 MADE GROUND
5
JU12-101 5
MI-115

GROUND
JU12-102 MI-107 MI-110

RESIDUAL SOIL
JU12-103

SAND

SILT
SILTSAND
JU12-123

MARINE SAND

MADE
MARINE SAND
WEATHERED SIMSIMA LIMESTONE

MARINE
SOIL MARINE
MARINE

SILT
0 0

SIMSIMA LIMESTONE

MARINE

MARINE SILT

MARINE

WEATHERED SIMSIMA LIMESTONE

RESIDUAL
WEATHERED SIMSIMA LIMESTONE
SIMSIMA LIMESTONE

SIMSIMA LIMESTONE
-5 -5

SIMSIMA LIMESTONE

WEATHERED SIMSIMA LIMESTONE

RUS FORMATIONMIDRA SHALE

SIMSIMA LIMESTONE
-10 -10

SHALELIMESTONE
RUS FORMATION MIDRA SHALE

SIMSIMA
MIDRA SHALE
RUS FORMATION

MIDRA
-15 -15
Elevation (m QNHD)

RUS FORMATION

MIDRA SHALE
-20 -20

RUS FORMATION
-25 -25

-30 -30

RUS FORMATION
RUS FORMATION
Library:FUGRO-LIB-2009B.GLB, Report Template:A3 LANDSCAPE BHLOGS SIMPLE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:39:40

-35 -35

-40 -40

-45 -45

-50 -50
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400
E 228599 mQNG Distance Along Baseline (m) E230780
N 404568 mQNG N405568

Limestone Interbedded Shelly silty

Silty SAND SAND with Shelly sandy Shelly silty
with siltstone Shale mudstone Limestone Calcisiltite SAND with Silty SAND BSI Silt Sandy SILT
with gravel gravel SILT SAND
pockets and siltstone gravel

Project: Geotechnical Investigation for Lusail CP-4 Roads and Interchanges

FUGRO PENINSULAR
Location: Lusail, Qatar
State of Qatar
Client: Halcrow
Date: Plate No.:
Cross-Section: SW to NE Cross Section Job No.: 11-5313-QA
07/06/2011 A3.1
Library:FUGRO-LIB-2009B.GLB, Report Template:A3 LANDSCAPE BHLOGS SIMPLE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:43:32

Elevation (m QNHD)

-5

-30
-25
-20
-15
-10
0
5

Client:
Project:
Location:
0
E 229768 mQNG
N 406001 mQNG
RUS FORMATION MIDRA SHALE SIMSIMA LIMESTONE MARINE SAND
MADE GROUND

Halcrow
Lusail, Qatar
200
MI-126

Cross-Section: NNW to SSE Cross Section

BSI Sand
RUS FORMATION MIDRA SHALE SIMSIMA LIMESTONE MARINE SAND
MADE GROUND

400

with gravel
MI-125

Silty SAND
RUS FORMATION MIDRA SHALE WEATHERED SIMSIMA LIMESTONE MARINE SILT MADE GROUND

600

Limestone
MI-114

pockets

Geotechnical Investigation for Lusail CP-4 Roads and Interchanges

Limestone
with siltstone
RUS FORMATION MIDRA SHALE
SIMSIMA LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SILT MARINE SAND

800

Siltstone
MI-113

1,000

mudstone
Interbedded

and siltstone
RUS FORMATION
MIDRA SHALE
SIMSIMA LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SAND

Shelly SAND
1,200
JU13-124

Shale
Distance Along Baseline (m)
RUS FORMATION MIDRA SHALESIMSIMA LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SAND
1,400

Silty SAND
JU13-119

SAND

RUS FORMATION MIDRA SHALE SIMSIMA LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SAND
Shelly silty
1,600

Sandy SILT
JU13-120

Calcisiltite
1,800

RUS FORMATION MIDRASIMSIMA

SHALE LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SAND
(ML)
Shelly SILT
JU14-121

Job No.: 11-5313-QA

2,000

RUS FORMATION MIDRA SHALE SIMSIMA LIMESTONE WEATHERED SIMSIMA LIMESTONE MARINE SILT MARINE SAND
Date:
2,200
JU14-122

07/06/2011
State of Qatar

Plate No.:
0
5

A3.2
-5

2,400
-30
-25
-20
-15
-10

FUGRO PENINSULAR
N403720
E230514
Library:FUGRO-LIB-2009B.GLB, Report Template:A3 LANDSCAPE BHLOGS SIMPLE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:46:27

Elevation (m QNHD)

-5

-50
-45
-40
-35
-30
-25
-20
-15
-10
0
5

Client:
Project:
Location:
0
E 229750 mQNG
N 405145 mQNG
RUS FORMATION SIMSIMA LIMESTONE MARINEMARINE
SILT SAND

Halcrow
MI-104

Lusail, Qatar
50
RUS FORMATION MIDRA
SIMSIMA
SHALELIMESTONE
WEATHERED SIMSIMA LIMESTONE
RESIDUALMARINE
SOIL SILT
MARINE SAND

Cross-Section: SW to NE Cross Section

SAND
MI-105

Shelly silty
RUS FORMATION MIDRA SHALE WEATHERED SIMSIMA LIMESTONE MARINE SILT
MARINE SAND

SILT
100

Shelly sandy
MI-107

BSI Sand
RUS FORMATION MIDRA SHALE
SIMSIMA LIMESTONE
WEATHERED SIMSIMA LIMESTONE
RESIDUAL
MARINE
SOIL
MARINE
SILT SAND

150

pockets

Geotechnical Investigation for Lusail CP-4 Roads and Interchanges

Limestone
with siltstone
MI-106

Siltstone
RUS FORMATION MIDRA SIMSIMA
SHALE LIMESTONE
WEATHERED SIMSIMA LIMESTONE
RESIDUAL
MARINE
SOIL
MARINE
SILT SAND

200
MI-108

mudstone
Interbedded

and siltstone
sand
Gravel with
RUS FORMATION MIDRA SHALE
WEATHERED SIMSIMA LIMESTONE
RESIDUAL
MARINE
SOIL
MARINE
SILT SAND

250

Limestone
Distance Along Baseline (m)
MI-109

Shale
300

Calcisiltite

RUS FORMATION MIDRA SHALE

SIMSIMA LIMESTONE
WEATHERED SIMSIMA LIMESTONE
RESIDUAL
MARINE
SOIL MARINE
SILT SAND
350

Shelly SAND
MI-110

BSI Silt
gravel
400

SAND with

RUS FORMATION MIDRA SHALE SIMSIMA LIMESTONE

WEATHERED SIMSIMA LIMESTONE
MARINEMARINE
SILT SAND
Job No.: 11-5313-QA
MI-111

Date:
450

RUS FORMATION MIDRASIMSIMA

SHALE LIMESTONE
WEATHERED SIMSIMA LIMESTONE
RESIDUAL
MARINE
SOIL
MADE
SAND
GROUND
07/06/2011
MI-112

State of Qatar

Plate No.:
0
5

500

A3.3
-5

-50
-45
-40
-35
-30
-25
-20
-15
-10

FUGRO PENINSULAR
N405312
E230221
 SITE: Geotechnical Investigation for CP-4 Roads TITLE:
and Interchanges Geological X-section
Lusail City
State of Qatar
JOB REF : 11-5313-QA

DATE: 07-Jun-11 CLIENT: Halcrow Consulting Engineers and Architects PLATE No: A3.4
 FUGRO PENINSULAR Borehole: JU12-101
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 23/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8.2 Max (mbg): 9.1 Bore Diameter (mm): 121 E 228762 mQNG N 404669 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 3.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00
MADE GROUND

0.00 - 0.45m : Mottled off-white, silty to very silty, fine gravelly B1

SAND, gravel is fine to coarse of limestone. (Made ground) 3.21
0.45 0-10 Degrees, induced
30% 0.45 - 12.25m : Moderately to highly weathered, light grey to C1 100 70 60 9.2 fractures, smooth, rough 16980 63.55
0.5
brown, fine grained, weak to moderately strong LIMESTONE
1 (70%), with numerous pockets of attapulgite clay (30% matrix), 0.95
30% close to medium spaced fractures, with stains on few fracture C2 100 30 0 Non intact core
surfaces. NI
1.45
30% C3 100 50 30
0-45 Degrees, rough, 4.36
0% 2 C4 1.85 80 20 0 staining on fracture surfaces
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:27:21

2.10 10.9
2.5
0% C5 100 38 30 Non intact core
2205 13.32
3
NI
0% C6 3.60 100 0 0
4 3.90
0-10, 45-60 Degrees,
10 induced fractures, 1.19 1.7
undulating, rough 19.21
SIMSIMA LIMESTONE

0% C7 100 30 21
NI Non intact core
5 0-10, 40-60 Degrees, Gravel
induced fractures,
5.40 undulating, smooth, rough 4.17

6 100 67 54
0% C8
0.4
76.10
7 6.90

7.9
0% C9 100 80 73
8 3.00

8.40
0% C10 100 63 50 30.81
1.3
8.80
9
0% C11 91 64 45
0.85
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 2 A4.1.1
 FUGRO PENINSULAR Borehole: JU12-101
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 23/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8.2 Max (mbg): 9.1 Bore Diameter (mm): 121 E 228762 mQNG N 404669 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 3.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.45 - 12.25m : Moderately to highly weathered, light grey to C12 9.90 93 67 36 0-10, 40-60 Degrees,
brown, fine grained, weak to moderately strong LIMESTONE induced fractures,
MIDRA SHALE SIMSIMA LIMESTONE

(70%), with numerous pockets of attapulgite clay (30% matrix), undulating, smooth, rough
0%
close to medium spaced fractures, with stains on few fracture C12 93 67 36 ( As previous sheet ) 2.8
surfaces.(As previous sheet) 37.58
11 7.9
11.40 0.39
0% C13 80 50 40
12 11.90
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:27:22

-8.59
NI Gravel
0% 12.25 - 12.90m : Moderately weathered, lignt greenish, very C14 85 35 25 Non intact core
weak to weak, CLAYSTONE (SHALE), with close spaced 6.7 0-15 Degrees, induced
1.49
fractures. -9.24 fractures, smooth 6.5
13 12.90 0-20 Degrees, induced 9.69
0% 12.90 - 20.00m : Slightly to moderately weathered, light grey to C15 80 80 80 6.7 fractures, undulating, rough
greenish grey, very weak to weak, CALCISILTITE,
undiffernciated and interbedded with LIMESTONE and 13.40
0% CALCARENITE, with close to medium spaced fractures. C16 70 30 0 Non intact core

14 ... 12.90 - 13.90m : Slightly weathered, greenish grey, very 13.90 86 14 0 NI

0% weak to weak, siliceous CALCISILTITE. C17
0% ... 13.90 - 14.35m : Highly weathered, light grey, weak C18 14.25 83 17 0
LIMESTONE. 14.55
... 14.35 - 16.40m : Hard, greyish green Silt, weak Calcisiltite 0-10 Degrees, planar, 0.40 Bentonite Pellet
15 with porous Limestone layers. induced fractures, rough
0% C19 74 44 27 7.8

1.16
NI Non intact core
RUS FORMATION

16 15.90
0% C20 70 30 20 12.5 0-10 Degrees, induced
fractures, smooth 0.06
... 16.40 - 18.70m : Off-white/ tan weak to moderately weak 16.40
0% C21 64 10 0 NI Non intact core
CALCISILTITE generally non intact.
17 16.90 20 0-10 Degrees, planar,
0% C22 60 10 0
NI induced fractures, rough
17.40 40 Non intact core Gravel
0% C23 60 10 0 0-10 Degrees, induced
fractures, smooth
18 17.90 NI
0% C24 72 18 0 Non intact core
18.40 Slotted Pipe
0% C25 90 40 30 0-10 Degrees, planar, 0.53

19
... 18.70 - 19.50m : Slightly weathered, mottled white, weak,
18.90 7.7 induced fractures, smooth 35.21
9.1
fine grained siliceous CALCARENITE, with close to medium
spaced fractures.
100 65 49 70 - 90 Degrees, joints
0% C26
... From 19.50m : Highly weathered, mottled white to light 5.3
greenish grey, very weak, sililceous CALCISILTITE. -16.34
20 Borehole Terminated at 20.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 2 A4.1.2
 FUGRO PENINSULAR Borehole: JU12-102
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 20/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8 Max (mbg): 8.7 Bore Diameter (mm): 122 E 228974 mQNG N 404797 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 2.1 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.25m : Medium dense, light brown, well-graded, slightly silty/clayey, 0.00
gravelly SAND.
B1
RESIDUAL SOIL

1 1.20
2,2/3,4,3,4 1.20 13
S2 1.65
N=14 38 87

2 -0.15
S3 25,*/50,*,*,* 2.25 Non intact core
30% 2.25 - 8.10m : Highly to moderately weathered, light grey, moderately weak to 63 0 0
moderately strong dolomitic LIMESTONE clasts 40%, in a matrix of light brown, C1 N=50/0mm 2.65 2.46
weak to soft attapulgite clay and fine grained limestone, generally non intact or
30% 3 very closely spaced joints along clast boundaries. C2 91 18 18
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:42

NI
30% C3 3.20 67 0 0
3.50
30% C4 83 0 0
WEATHERED SIMSIMA LIMESTONE

4
4.10 30 - 70 Degrees, induced
fractures, undulating, rough 1.54
30% C5 94 25 13

5 4.90

30% C6 90 40 20

6 5.90
7.5 0.04
0% C7 100 43 29

... 6.60 - 8.10m : Clast of fine grained LIMESTONE. 6.60

0% C8 90 40 40
7
7.10

0% C9 80 50 45
8 -6.00
8.10 0 - 10 and 70 - 90 Degrees, 1.85 11
8.10 - 13.00m : Moderately weathered, buff, moderately weak to moderately
3.09
SIMSIMA LIMESTONE

strong, fine grained LIMESTONE with close to medium spaced fractures. induced fractures, undulating,
rough, vertical fractures.
100 93 93 0.12
0% C10
9 6.7
0.45
... 9.45 - 9.55m : Yellowish brown calcareous SILTSTONE. 9.60
100 18 18 1.90x10-5
C11
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.2.1
 FUGRO PENINSULAR Borehole: JU12-102
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 20/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8 Max (mbg): 8.7 Bore Diameter (mm): 122 E 228974 mQNG N 404797 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 2.1 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 8.10 - 13.00m : Moderately weathered, buff, moderately weak to moderately 0 - 10 and 70 - 90 Degrees,
strong, fine grained LIMESTONE with close to medium spaced fractures.(As C11 100 18 18 induced fractures, undulating,
previous sheet) rough, vertical fractures.
10.70 ( As previous sheet )
SIMSIMA LIMESTONE

2.1
11 53.85 1.90x10-5
0% C12 96 73 73
... 11.40 - 12.00m : Buff, moderately weak, fine grained LIMESTONE with
pockets of calcareous siltstone. 6.7 1.77
29
12 12.00
0.64

0% C13 93 80 80 16
-10.90 7.53
13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:42

13.00 - 13.70m : Moderately weathered, light grey, moderately weak

CALCISILTITE.
-11.60 13.50 0 - 80 Degrees, induced 2.05
13.70 - 19.30m : Moderately weathered, buff, moderately weak to weak fractures, horizontal bedding
14 calcareous CALCISILTITE with close to medium spaced fractures. fractures.
0% C14 100 47 40
9 1.10x10-5

15 15.00
0% C15 60 20 20
15.50 Non intact core
0% C16 50 10 0
NI
RUS FORMATION

16 16.00
0% C17 60 0 0
16.50 0 - 90 Degrees, induced
0% C18 67 50 50 fractures, horizontal bedding
17 fractures.
... 17.00 - 17.10m : Light greenish grey, very weak, clayey CALCILUTITE. 17.10 0.77
14
3198 11.78
0% C19 100 93 93
18
3.4
... 18.40 - 18.70m : Buff, moderately weak CALCARENITE. 1.20x10-5
18.60
19 15
-17.20 89 57 57
0% C20 1692 7.23
19.30 - 24.20m : Moderately weathered, off-white, weak CALCISILTITE with
interbedded, undifferentiated, yellowish brown to light greenish grey, very weak,
clayey CALCILUTITE with close to medium spaced fractures.
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.2.2
 FUGRO PENINSULAR Borehole: JU12-102
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 20/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8 Max (mbg): 8.7 Bore Diameter (mm): 122 E 228974 mQNG N 404797 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 2.1 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.30 - 24.20m : Moderately weathered, off-white, weak CALCISILTITE with 20.00 Non intact core
0% C21 70 20 20 NI
interbedded, undifferentiated, yellowish brown to light greenish grey, very weak, 25
clayey CALCILUTITE with close to medium spaced fractures.(As previous sheet) 20.50 0 - 90 Degrees, induced 0.40
0% C22 80 80 80 fractures, horizontal bedding
21 21.00 fractures.
0% C23 80 30 30
21.50
9.2
22
0% C24 93 80 80

23 0.04
23.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:42

Non intact core

0% C25 60 20 20 NI

24 -22.10 24.00 0 - 10 Degrees, induced

0% C26 80 80 80 fractures, horizontal bedding
24.20 - 30.00m : Moderately weathered, off-white, very weak CALCISILTITE with
RUS FORMATION

interbedded, undifferentiated, light grey CALCILUTITE with medium to close 24.50 fractures, smooth, and iregular 0.12
0% spaced fractures horizontal bedding. C27 60 60 60 induced fractures
25 25.00
0% C28 60 60 60
25.50
0% C29 70 70 70 19
0.94
26 26.00 0.03

0% C30 93 47 47
27 6.7

27.50
0% C31 75 50 50
28
28.30 0.04
0% C32 100 100 100 27
1.07
28.80
29 43 43 43
0% C33
29.50
0% C34 90 90 90 0.04
-27.90
30 Borehole Terminated at 30.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.2.3
 FUGRO PENINSULAR Borehole: JU12-103
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 18/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.1 Max (mbg): 9.75 Bore Diameter (mm): 121 E 229197 mQNG N 404921 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.1 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00 - 1.20m : Light brown, poorly graded, slightly silty to silty, 0.00
MARINE SILT MARINE SAND

slightly shelly, fine grain SAND, fine to medium limestone

gravel and slightly cemented silt. B1
1 -0.10
1.20 - 2.20m : Firm, light brownish grey, sandy to very sandy, 1,1/2,2,1,2 1.20 19.6
SILT, with shells (0-30mm), and shell fragments.
S2 N=7

2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:27:51

-1.10
2.20 - 12.00m : Highly weathered, light brown to light grey, 4,6/10,9,15,16 2.20
moderately strong, fine grained dolomitic LIMESTONE, with
S3 N=50
30%
pockets of greenish grey and brown attapulgite clay in a
C1
2.65
100 13 0 15 0-10 Degrees, induced
3 weak/soft silt/clay matrix (40 - 60 % matrix), with close to NI fractures, rough
medium spaced fractures. 3.05 Non intact core
30% C2 82 36 0 16
0-10 Degrees, induced
3.60 83 0 0 fractures, undulating, rough
30% C3 Non intact core
4 3.90 NI
30% C4 67 12 0
4.50
71 13 0 13.3 0-10 Degrees, induced 2.77
30% C5 fractures, rough
5 Gravel
5.20 Non intact core
50 0 0
SIMSIMA LIMESTONE

30% C6
5.80
30% 6 C7 67 0 0
6.40 NI
30% C8 40 0 0
7 6.90
30% C9 40 0 0
7.40
30% C10 53 13 0
8 ... 7.80 - 9.00m : Orange brown SILT and weathered
LIMESTONE clast in greyish green matrix. 8.10 0-10 Degrees, induced 2.06
fractures, rough
30% C11 64 30 22 1.9
9 9.00 1.60
... 9.00 - 9.80m : Slightly weathered, off-white, moderately Non intact core
3% weak to moderately strong LIMESTONE with orange brown
C12 94 24 0 NI
stained limestone clasts, with very closely spaced joints.
10 0-20 Degrees, induced 2.79
10 9.85

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 2 A4.3.1
 FUGRO PENINSULAR Borehole: JU12-103
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 18/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.1 Max (mbg): 9.75 Bore Diameter (mm): 121 E 229197 mQNG N 404921 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.1 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
... 9.80 - 12.00m : Tan/ off-white, moderately weak to C13 100 27 22 NI fractures, rough
22 26.7 Non intact core
SIMSIMA LIMESTONE

30% moderately strong dolomitic LIMESTONE clast in limestone C13 100 27

matrix, very closely joints with iron stringers along clast lines. ( As previous sheet )
2.20 - 12.00m : Highly weathered, light brown to light grey, NI 0-40 Degrees, induced
moderately strong, fine grained dolomitic LIMESTONE, with 10.85 fractures, undulating, rough 3.08
30% 11 C14 100 90 56
pockets of greenish grey and brown attapulgite clay in a Non intact core
weak/soft silt/clay matrix (40 - 60 % matrix), with close to 11.35 12.8 0-10, 45-90 Degrees, 2.63
medium spaced fractures.(As previous sheet) induced fractures, smooth,
-10.90 rough
12 8.5
91 59 50
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:27:52

30% 12.00 - 13.65m : Fresh to slightly weathered, yellowish brown, C15 0-45 Degrees, induced 838 20.77
very weak to weak, calcareous CLAYSTONE (SHALE), with fractures, smooth Gravel
medium spaced fractures.
4.2
MIDRA SHALE

12.85 0.22
13

30% -12.55 C16 91 67 63

13.65 - 14.60m : Slightly weathered, light grey, weak to 0-10, 60-90 Degrees,
14 moderately weak, fine grained dolomitic LIMESTONE, with induced fractures,
voids, closely spaced fractures. undulating, rough
14.35
-13.50 5.6
14.60 - 20.00m : Moderately weathered, mottled off-white, very 0.88 Bentonite Pellet
30% C17 50 22 10
15 weak to weak, siliceous CALCISILTITE, with undifferenciated,
interbedded, yelowish brown to light grey, siliceous
CALCARENITE. 15.35
30% ... 14.60 - 16.20m : Weak CALCISILTITE in very very weak to C18 40 12 0 NI Non intact core
soft clay rich matrix. 15.85
30% 16 C19 46 34 24 0-30 Degrees, induced
fractures, smooth, rough
... 16.20 - 16.60m : Moderarely weak to weak porous 16.35 4.7 0.31
30% LIMESTONE (coraline). C20 54 46 30
... 16.60 - 17.60m : Very weak to weak, fine grained chalky
RUS FORMATION

CALCARENITE generally non intact. 16.85 Non intact core

30% 17 C21 40 0 0 NI
17.35 0-10, 45-90 Degrees, 0.05
Gravel
induced fractures, 18
... 17.60 - 20.00m : Very weak to weak chalky CALCISILTITE. 1074 3.27
undulating, smooth, rough
30% 18 C22 93 65 65
18
2.12 Slotted Pipe
7.5
18.75
19
0.16
30% C23 64 42 34

-18.90
20 Borehole Terminated at 20.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 2 A4.3.2
 FUGRO PENINSULAR Borehole: JU12-123
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 18/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.7 Max (mbg): 11.2 Bore Diameter (mm): 121 E 229580 mQNG N 405082 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 0.65 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00 - 1.20m : Light brown, poorly graded, silty/clayey, medium 0.00
to coarse grain SAND. 10
B1
MARINE SAND

1 -0.55
1.20 - 2.15m : Loose to very dense, grey, very silty/clayey, fine 3,2/2,1,1,1 1.20
to medium grain SAND, with shells and shell fragments
S2 N=5
(0-20mm).
2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:09

-1.50
S3 25,*/50,*,*,* 2.10 Non intact core
2.15 - 7.20m : Highly weathered, light grey, moderately weak 2.15 60 10 0
30% N=50/-100mm
and moderately strong, fine grained LIMESTONE, occassional C1 10 0 - 40 Degrees, induced 3.23
voids infilled with hard silt/clay (10%), dolomitized with rare 2.65 fractures, undulating,
30% open voids, mostly recover as non intact core. C2 62 36 24 smooth
3
3.15 Non intact core
30% C3 60 0 0 NI
NI
3.65
30% C4 67 18 0 0 - 40 Degrees, induced
4 fractures, undulating, rough
4.10 2.54
0% C5 100 58 0
11
4.60 0 - 15 Degrees induced
fractures, undulating, rough
5 Gravel
0.4
0% C6 100 60 54 11 14903 18.20
SIMSIMA LIMESTONE

Non intact core

NI
0 - 15 Degrees, induced
fractures, undulating, rough
6 6.05
0% C7 86 34 18
6.1
7 6.85
-6.55
7.20 - 12.85m : Moderately weathered, light greyish and light
0% brown, moderately strong, fine grained dolimictic LIMESTONE, C8 100 67 48
with rare open voids from 0-10mm., with rare iron oxide 0.36
8 stringers, with pockets of greenish grey and yellowish NI Non intact core
attapulgite silt/clay, with close to medium spaced fractures, 0 - 20 Degrees, induced
generally along clast boundaries. 8.35 fractures, undulating, rough 4.4
5171 6.84

9 100 90 84 7.4
0% C9

9.85 1.90x10-5
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.4.1
 FUGRO PENINSULAR Borehole: JU12-123
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 18/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.7 Max (mbg): 11.2 Bore Diameter (mm): 121 E 229580 mQNG N 405082 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 0.65 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
7.20 - 12.85m : Moderately weathered, light greyish and light C10 100 73 66 0 - 20 Degrees, induced
brown, moderately strong, fine grained dolimictic LIMESTONE, fractures, undulating, rough
with rare open voids from 0-10mm., with rare iron oxide ( As previous sheet )
0% C10 100 73 66 1.9
SIMSIMA LIMESTONE

stringers, with pockets of greenish grey and yellowish 19.46

11 attapulgite silt/clay, with close to medium spaced fractures, 1.90x10-5
generally along clast boundaries.(As previous sheet)
... 10.80 - 11.45m : Limestone clasts weathered to dark orange 11.35 7.4
brown. 0.39
0% C11 100 48 28
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:10

12.00
0% C12 100 50 50 1.8 Gravel
24.83
12.50 100 100 100
0% -12.20 C13
13 12.85 - 20.00m : Moderately weathered, light yellowish and 12.85 0 - 15 and 70 - 90Degrees,
0% light greyish, moderately weak and moderately strong, fine C14 93 57 51 induced fractures,
grained CALCISILTITE, with iron oxide stringers, with undulating, rough
re-precipitated carbonates, with rare pockets of greenish grey 13.55 0.83
attapulgite silt/clay, with very close to medium spaced fractures.
14 ... 12.85 - 13.85m : Orange brown, moderately weak
0% LIMESTONE clast in weak to moderately weak Calcisiltite C15 100 90 83
matrix. 2.1
... 13.85 - 15.50m : Off-white, moderately strong, coraline 25.10
Bentonite Pellet
LIMESTONE and marl, with weak clay filled pockets.
15 15.05
0% C16 100 50 40
... 15.50 - 15.60m : Orange brown, weak SILTSTONE, 15.55
0% horizontally bedded interlayered moderately strong C17 100 91 91
RUS FORMATION

16 Limestone/Claystone with weathered clastic limestone. 16.00 5.6 5.2

0% C18 93 84 84 10.06
... 16.60 - 17.25m : Off-white, moderately weak to moderately
17 strong CALCISILTITE. 16.95
0% C19 83 67 67
... 17.25 - 17.40m : Oxidized calcareous CLAY. 17.25 0.17
Gravel
... 17.40 - 18.75m : Moderately weak to moderately strong
clastic LIMESTONE grading to coraline Limestone, open vugs
0% 18 partially infilled with gypsum/calcite. C20 100 83 67
2.5
7.23
1.10x10-5 Slotted Pipe

... 18.75 - 20.00m : Moderately weak, off-white, interbedded 18.75

19 CLACISILTITE with off-white coralline and clastic limestone.
0% C21 78 46 15
Non intact core 1.21
NI
-19.35 19.85
20 Borehole Terminated at 20.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.4.2
 FUGRO PENINSULAR Borehole: JU12-123
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 18/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.7 Max (mbg): 11.2 Bore Diameter (mm): 121 E 229580 mQNG N 405082 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 0.65 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0% C22 67 0 0

21

22
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:11

23

24

25

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.4.3
 FUGRO PENINSULAR Borehole: JU13-119
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 26/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.5 Max (mbg): 12.25 Bore Diameter (mm): 122 E 230277 mQNG N 404657 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Khan Core Diameter (mm): 83 Elevation: 2.34 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 1.20m : Off-white, poorly graded, slightly silty/clayey, medium grain SAND. 0.00

B1
MARINE SAND

1 1.14 1.20
1.20 - 2.65m : Medium dense to dense, poorly graded, silty/clayey, gravelly, 2,2/3,4,4,5 1.20 3.8
medium grain SAND.
S2 1.65
N=16
2
5,9/10,15,10,15 2.20
-0.31 S3 2.65
N=50 2.65
2.65 - 3.80m : Moderately weathered, light grey, moderately weak to moderately 0 - 70 Degrees, induced
30% 3 strong dolomitic LIMESTONE recovered as non intact core. C1 25 17 17 13.3 fractures, undulating, rough 2.62
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:45

3.25 Non intact core

30% C2 100 0 0
-1.46
3.80 - 12.00m : Moderately to highly weathered, off-white, moderately weak to 3.80
4
30%
moderately strong, (60%) dolomitic LIMESTONE clasts in a matrix of of light
C3 89 0 0 NI
greenish grey attapulgite clay (40%), generally non intact or with very close to
closely spaced joints, with close spaced fractures.
4.70
30% C4 100 38 25
5
WEATHERED SIMSIMA LIMESTONE

5.10 40 - 60 Degrees, induced

fractures, undulating, rough
0.08
30% C5 100 33 27 6.7
6

6.60 30 - 70 Degrees, induced

fractures, undulating, rough 0.27
7
30% C6 100 60 60

8 0.09
8.10 6.5
30% C7 100 44 22

9 9.00 5.5
10.01
30% C8 100 50 50 -6
3.60x10
... 9.60 - 11.00m : Highly weathered, light greenish grey attapulgite clay, NI Non intact core
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.5.1
 FUGRO PENINSULAR Borehole: JU13-119
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 26/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.5 Max (mbg): 12.25 Bore Diameter (mm): 122 E 230277 mQNG N 404657 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Khan Core Diameter (mm): 83 Elevation: 2.34 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
recovered as non intact core (70% matrix). 10.00 Non intact core
3.80 - 12.00m : Moderately to highly weathered, off-white, moderately weak to ( As previous sheet )
30% moderately strong, (60%) dolomitic LIMESTONE clasts in a matrix of of light C9 70 0 0 NI
greenish grey attapulgite clay (40%), generally non intact or with very close to
11 closely spaced joints, with close spaced fractures.(As previous sheet) 3.60x10-6
11.00 0 - 90 Degrees, induced
30% C10 100 80 80 fractures, undulating, rough 3.79
14

11.50 11 0.48
30% C11 100 40 40
-9.66
12 12.00 40 - 90 Degrees, induced
12.00 - 15.90m : Moderately weathered, tan to yellowish brown, moderately
20% weak to weak to moderately strong LIMESTONE occassionally interbeds of C12 92 67 67 fractures, horizontal fractures
vuggy moderately strong limestone with hard clay infill of vugs, with medium 4.4
spaced fractures. 12.60 4057 15.49
13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:46

8
80 67 67
SIMSIMA LIMESTONE

0% C13 13.77

14 6.7 1.01
14.10
... 14.30 - 15.30m : Off-white, moderately weak, fine grained LIMESTONE with 100 56 44
0%
iron stringers on fractures, non intact. C14
15 15.00 0.26 2.10x10-5

0% C15 95 90 90
17
-13.56 124 2.27
16 15.90 - 17.35m : Moderately weathered, yellowish brown, weak, calcareous 16.00 0 - 90 Dregees, induced
MIDRA SHALE

SILTSTONE (SHALE). fractures, undulating, rough

0% C16 91 91 91
17 28
-15.01 17.15 7.7 3.02
17.35 - 21.00m : Moderately weathered, off-white to light yellowish brown 0.48
CALCISILTITE with interbeds of grey, weak MARL and very weak
0% SILTSTONE/CLAYSTONE C17 93 52 52
18
RUS FORMATION

18.60 Non intact core

1.50x10-5
19
0% C18 43 7 7 NI

20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.5.2
 FUGRO PENINSULAR Borehole: JU13-119
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 26/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 7.5 Max (mbg): 12.25 Bore Diameter (mm): 122 E 230277 mQNG N 404657 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Khan Core Diameter (mm): 83 Elevation: 2.34 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
17.35 - 21.00m : Moderately weathered, off-white to light yellowish brown 20.00 Non intact core
0% C19 80 0 0 NI ( As previous sheet )
CALCISILTITE with interbeds of grey, weak MARL and very weak
SILTSTONE/CLAYSTONE(As previous sheet) 20.50 0 - 90 Dregees, induced
-18.66 fractures, undulating, smooth
0% 21 C20 80 20 20
21.00 - 24.00m : Moderately weathered, buff, very weak CALCISILTITE, with
interbedded and undifferentiated light greenish grey, very weak CALCILUTITE,
with close spaced fractures. 21.50 12.5
0% ... 21.00 - 21.50m : Buff, very weak CALCISILTITE. C21 70 20 20
RUS FORMATION

22 22.00
0% C22 70 20 20
22.50 Non intact core
0% C23 70 0 0 NI
23 23.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:46

0 - 80 Dregees, induced
0% C24 60 20 20 fractures, horizontal bedding
... 23.50 - 24.00m : Light grey, weak SILTSTONE. 23.50 14
0% C25 70 60 60 5.85
-21.66 10
24 24.00
24.00 - 25.00m : Moderately weathered, light greenish grey CALCILUTITE with 70 70 70
0%
interbedded, buff, weak CALCARENITE, closely spaced joints interbedded and C26 0.17
horizontal bedding visible. 24.50
80 60 60 1.15
0%
-22.66
C27
25
Borehole Terminated at 25.00m Depth

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.5.3
 FUGRO PENINSULAR Borehole: JU13-120
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.6 Max (mbg): 11.75 Bore Diameter (mm): 121 E 230274 mQNG N 404470 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.68 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 1.95m : Light brown, slightly silty to silty, SAND with shell (0-50mm.), and
shell fragments.
MARINE SAND

1
3,4/4,3,12,11 1.20
S1 1.65
N=30
-0.27
2 3,12/14,16,20,* 1.95
1.95 - 9.00m : Highly weathered, tan to pinkish grey, moderately weak to S2 2.30
moderately strong, fine grained dolomitic LIMESTONE clast in a weak to hard N=50/200mm 2.30 Non intact core
30% siltstone/silt/clay matrix (40 - 60% matrix), very close spaced joints but generally C1 68 0 0 NI
non intact where matrix material has been washed away in drilling process.
2.80
30% 3 C2 68 30 20 8.6 0-10 Degrees, induced
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:50

fractures, smooth
30% C3 3.30 75 0 0 NI Non intact core
3.50 20
30% C4 84 10 0 0-10 Degrees, induced
fractures, smooth
4 4.00 NI
30% C5 63 0 0 Non intact core
WEATHERED SIMSIMA LIMESTONE

4.40
13.3 0-60 Degrees, induced
30% C6 84 21 0 fractures, smooth, rough
5 NI Non intact core

5.35
20 0-10 Degrees, induced
NI fractures, smooth
30% 6 C7 100 25 11 30 Non intact core
0-45 Degrees, induced 0.06
NI fractures, rough
10 Non intact core
6.75 NI 0.05
30% 7 C8 90 30 24 0-30 Degrees, induced
20 fractures, smooth, rough
7.25 NI Non intact core
94 0 0 0-10 Degrees, induced
30% C9 fractures, smooth, rough
20
8 Non intact core
8.15 100 0 0
30% C10 0-10 Degrees, induced
8.50 NI fractures,undulating
30% C11 100 0 0 Non intact core
-7.32
9 9.05
9.00 - 14.20m : Slightly weathered, off-white to tan, moderately strong 20 3.6
30% LIMESTONE clasts within off-white fine grained limestone and hard green C12 90 40 20 0-10 Degrees, induced 10.20
silt/clay matrix 9.55
NI fractures, smooth, rough
0% C13 100 78 44 10 Non intact core 5
3942 10.22
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.6.1
 FUGRO PENINSULAR Borehole: JU13-120
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.6 Max (mbg): 11.75 Bore Diameter (mm): 121 E 230274 mQNG N 404470 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.68 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
9.00 - 14.20m : Slightly weathered, off-white to tan, moderately strong 10.00 0-10 Degrees, induced
0% C14 64 20 0 fractures,smooth, rough
LIMESTONE clasts within off-white fine grained limestone and hard green
silt/clay matrix(As previous sheet) 10.50 ( As previous sheet ) 0.44
... From 10.30m : Some clasts becoming orange brown but no apparent change
11 in strength. 10
0% C15 97 73 60
SIMSIMA LIMESTONE

12 12.00 Non intact core

0% C16 100 0 0 NI
12.50
0% C17 93 63 25 0-20 Degrees, induced 2.81
12.90 10 fractures, undulating, smooth
13 ... 12.90 - 14.20m : Basal simsima limestone - orange brown, moderately weak
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:50

10
to moderately strong LIMESTONE with close to medium spaced fractures. 0-10 Degrees, induced 3505 12.86
fractures, smooth
0% C18 97 97 93
6
14 -12.52
MIDRA SHALE

14.20 - 14.80m : Slightly weathered, pale yellow, very weak to weak 0.45
CLAYSTONE (SHALE), with close to medium spaced fractures. 14.40
0% -13.12 C19 100 44 44 20 0-10 Degrees, induced
15 14.80 - 25.00m : Moderately to highly weathered, mottled white to light grey, very 14.90 NI fractures, smooth
0% weak to weak, siliceous CALCISILTITE, undifferenciated and interbedded with C20 90 20 0 Non intact core
CLAY, CALCARENITE, and CALCILUTITE, with close to medium spaced 20 0.09
15.40 0-20 Degrees, induced
fractures. 84 40 24 NI
0% C21 fractures, rough
... 14.80 - 15.60m : Light grey, very weak CALCISILTITE, with close spaced Non intact core
16 fractures. 15.90 7
0% ... 15.60 - 15.80m : Greenish grey, very weak, CALCILUTITE. C22 80 80 80 0-20 Degrees, induced
fractures, smooth, rough
... 15.80 - 16.30m : Light greenish grey CLAY. 16.40
0% ... 16.30 - 17.40m : Mottled white, very weak CALCISILTITE. C23 68 10 0 Non intact core
RUS FORMATION

17 16.90
0% C24 60 0 0 NI
... 17.40 - 17.80m : Highly weathered, light grey, fine grained CALCARENITE. 17.40
0% C25 54 0 0
18 ... 17.80 - 21.30m : Highly weathered, mottled white, very weak CALCISILTITE. 17.90 10 0-10 Degrees, induced
0% C26 50 30 20 NI fractures, smooth
18.40 10 Non intact core
0% C27 64 36 24 0-10 Degrees, induced
18.90 NI fractures, smooth
19 80 20 0
0% C28 Non intact core
0-20 Degrees, induced
19.40
0% C29 80 50 30 8.9 fractures, smooth, rough
0.05
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.6.2
 FUGRO PENINSULAR Borehole: JU13-120
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.6 Max (mbg): 11.75 Bore Diameter (mm): 121 E 230274 mQNG N 404470 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.68 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 14.80 - 25.00m : Moderately to highly weathered, mottled white to light grey, very C30
19.90 80 20 0 Non intact core
weak to weak, siliceous CALCISILTITE, undifferenciated and interbedded with
20.40
80 20 0
CLAY, CALCARENITE, and CALCILUTITE, with close to medium spaced
69 0 0 NI
0% fractures.(As previous sheet) C31
21 21.05
20 0-45 Degrees, induced
0% ... 21.30 - 21.50m : Highly weathered, light grey, very weak CALCARENITE, with C32 84 31 27 NI fractures, rough
oxidation stains on fracture surfaces. Non intact core 0.19
... 21.50 - 21.85m : Greenish grey, very weak, CALCILUTITE. 21.80 70 - 90 Degree, joints, with
RUS FORMATION

22 ... 21.85 - 22.45m : Slightly weathered, light grey to light brown, very weak to 94 49 31
0%
weak, siliceous CALCARENITE, closed spaced fractures with oxidation stains.
C33 strong iron stringers.

22.45 10
0% ... 22.45 - 23.20m : Slightly weathered, greenish to grey, very weak C34 78 60 44
CALCILUTITE.
23 22.90
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:50

0% C35 100 67 53
... 23.20 - 23.50m : Light grey, very weak CALCARENITE.
... 23.50 - 24.20m : Moderately weathered, light grey, very weak CALCISILTITE. 23.50 NI Non intact core
0% C36 70 20 0
20 0-10 Degrees, induced
24 24.00 NI fractures, smooth 0.22 13
... 24.20 - 24.40m : Light grey CALCARENITE. 6.7 Non intact core 5.07
0% ... 24.40 - 25.00m : Light grey, very weak CALCILUTITE. C37 80 45 45 0-10 Degrees, induced
fractures, undulating, smooth,
-23.32 NI rough
25
Borehole Terminated at 25.00m Depth Non intact core

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.6.3
 FUGRO PENINSULAR Borehole: JU13-124
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.1 Max (mbg): 12.9 Bore Diameter (mm): 121 E 230136 mQNG N 404890 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00 - 1.20m : Light brown, silty to very silty, slightly gravelly, 0.00
fine SAND with shell fragments.
B1
1 0.70
MARINE SAND

1.20 - 2.20m : Loose, light brown, silty to very silty, slightly 2,1/2,2,1,2 1.20
gravelly, fine SAND with shell (0-10mm.), shell fragments.
S2 N=7

2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:31

-0.30
2.20 - 3.20m : Medium dense, light brownish grey, silty, slightly 3,4/3,2,3,3 2.20
gravelly, fine to coarse grain SAND, with shell fragments.
S3 N=11

3 -1.30
3.20 - 12.40m : Moderately to highly weathered, light grey to S3 9,16/50,*,*,* 3.20
pinkish brown, moderately weak to moderately strong N=50/200mm 3.40 NI Non intact core 2.97
60% LIMESTONE clast in a matrix of weak Calcisiltite, with pockets C1 88 25 25 17.5 0-45, 45-60 Degrees,
of attapulgite clay (50 - 70% matrix material), very close to induced fractures,
4
close spaced fracture but generally non intact.
NI undulating, rough
4.20 6.25
Non intact core
60% C2 95 20 20
5 Gravel
5.20 0-10, 10-45 Degrees,
WEATHERED SIMSIMA LIMESTONE

induced fractures,
88 18 18 17.5 undulating, smooth, rough
60% C3
6
6.40 Non intact core
40% C4 53 0 0
7
7.35
40% C5 70 0 0
NI
8 7.85
40% C6 80 0 0
8.35
40% C7 62 0 0
9 9.00
40% C8 90 40 0 0-45, 45-90 Degrees,
20 induced fractures,
9.50 undulating, rough
20% C9 100 38 0
NI Non intact core
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.7.1
 FUGRO PENINSULAR Borehole: JU13-124
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.1 Max (mbg): 12.9 Bore Diameter (mm): 121 E 230136 mQNG N 404890 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
9.90 Non intact core
20% 3.20 - 12.40m : Moderately to highly weathered, light grey to C10 80 0 0 NI
pinkish brown, moderately weak to moderately strong ( As previous sheet )
10.40
20% LIMESTONE clast in a matrix of weak Calcisiltite, with pockets C11 100 38 25 0-20, 45-60 Degrees,
of attapulgite clay (50 - 70% matrix material), very close to
10.80
20 induced fractures,
11 close spaced fracture but generally non intact.(As previous undulating, rough
20% sheet) C12 92 17 0
NI Non intact core
11.40
0-15 Degrees, induced
fractures, undulating, rough 0.02
12 C13 96 62 62
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:32

20%
-10.50 0.46 Gravel
12.40 - 14.40m : Moderately weathered, brown, moderately 4.7
weak to moderately strong LIMESTONE clasts within grey 12.70 12.12
13 limestone matrix, with pockets of weak to hard attapulgite clay. 11.4 0.99

20% C14 100 100 100

SIMSIMA LIMESTONE

14
14.10
-12.50 0.95
83 22 11 Non intact core
20% 14.40 - 15.90m : Highly weathered, dolomitic LIMESTONE, C15
SILTSTONE and MARL. NI Bentonite Pellet
15 15.00 100 0 0
20% C16
15.30 0-10, 20-45 Degrees,
10% C17 93 57 29 induced fractures, 2.7
-14.00 14.3 undulating,smooth, rough 27.80
16 15.90 - 17.65m : Fresh to slightly weathered, light brown, very 16.00 2.84
weak to weak, CLAYSTONE (SHALE), with medium to wide
MIDRA SHALE

10% spaced fractures, horizontal banding, fissile, C18 100 100 100 0-45 Degrees, induced
13.71
12
fractures, undulating,
smooth, stained fractures. 0.10
17 17.00 6.2
10% C19 100 100 100
-15.75 0.59
Gravel
17.65 - 20.00m : Slightly to moderately weahtered, mottled 17.65 0-45 Degrees, induced 0.29
18 off-white to light brown, very weak to weak CALCISILTITE, fractures, undulating,
10% undifferenciated and interbedded, with LIMESTONE, C20 95 85 70 smooth, rough, plannar
RUS FORMATION

CALCISILTITE and siliceouse CALCARENITE, with close to

medium fractures.
Slotted Pipe
18.65 8.9 0.25
... 17.65 - 18.20m : Fresh to slightly weathered, very weak to
19 weak CALCISILTITE.
0% ... 18.20 - 18.45m : Weak to moderately weak, LIMESTONE C21 100 56 56 15
with centimetric voids. 4.50
... 18.45 - 19.45m : Very weak CALCISILTITE. 0.86
... 19.45 - 19.65m : Very weak CALCILUTITE. -18.10
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.7.2
 FUGRO PENINSULAR Borehole: JU13-124
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 25/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.1 Max (mbg): 12.9 Bore Diameter (mm): 121 E 230136 mQNG N 404890 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
... 19.65 - 20.00m : Very weak to weak CALCARENITE.
Borehole Terminated at 20.00m Depth

21

22
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:33

23

24

25

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.7.3
 FUGRO PENINSULAR Borehole: JU14-121
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 28/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 11.6 Max (mbg): 11.8 Bore Diameter (mm): 121 E 230429 mQNG N 404206 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.42 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.20m : Light brown, poorly graded, silty, fine to medium grain SAND with 0.00
shell (0 - 20mm)and shell fragments. 4
B1
MARINE SAND

18
20
1 1.20
3,4/5,5,5,5 1.20 3
S2 1.65
N=20
2 -0.78
30% 2.20 - 13.50m : Moderately weathered, light grey, moderately weak to S3 25,*/50,*,*,* 2.20 100 0 0 Non intact core
occassional moderately strong LIMESTONE in a weak limestone matrix, with C1 N=50/0mm 2.45
0% pockets of attapulgite clay (30 - 50%), appears that matrix has been washed
C2 93 0 0
3 away by drilling process, very close to closely spaced joints but generally non NI
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:54

intact. 3.15
0% C3 100 31 19

4 3.95 20 0 - 20 Degrees, induced 0.34

fractures, undulating, smooth
0% C4 92 15 15
NI Non intact core
0% C5 4.60 100 0 0
4.75 20 0 - 10 Degrees, induced 2.64
WEATHERED SIMSIMA LIMESTONE

0% 5 C6 100 20 20
NI fractures, rough
5.25 Non intact core 2.90
15
67 22 17 0 - 20 Degrees, induced
0% C7 NI fractures, smooth
6 Non intact core
6.15
30 0 - 10 Degrees, induced
0% C8 65 18 12 NI fractures, rough
Non intact core
7 7.00 13.3 0 - 15 Degrees, induced 1.86
0% C9 83 25 25 fractures, smooth
Non intact core
0% C10 7.60 100 0 0
0% 8 C11
7.80 100 0 0 NI
8.20
0% C12 100 0 0
8.70 15 0 - 10 Degrees, induced 1.57
0% 9 C13 100 33 25 fractures, undulating, rough
Non intact core
0% C14 9.30 100 0 0 NI 1.70x10-5
9.60 100 0 0
0% C15 24
10
99 226

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.8.1
 FUGRO PENINSULAR Borehole: JU14-121
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 28/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 11.6 Max (mbg): 11.8 Bore Diameter (mm): 121 E 230429 mQNG N 404206 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.42 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 24 Liquid Limit
2.20 - 13.50m : Moderately weathered, light grey, moderately weak to 9.95 11.1 0 - 20 Degrees, smooth, rough 2.69
0% occassional moderately strong LIMESTONE in a weak limestone matrix, with C16 92 46 38 11.1 ( As previous sheet )
pockets of attapulgite clay (30 - 50%), appears that matrix has been washed Non intact core
WEATHERED SIMSIMA LIMESTONE

away by drilling process, very close to closely spaced joints but generally non 10.60 NI 5.03
92 58 42 0 - 20 Degrees, induced
0%
11 intact.(As previous sheet) C17 8 fractures, smooth, rough 1.70x10-5
11.20 NI Non intact core 0.50
... From 11.20m : Limestone clast change color to dark orange but no apparent
0 - 30 Degrees, induced
0% change in strength. C18 87 75 69 fractures, undulating, smooth
12 12.00 100 50 0
0% C19
12.30
0% C20 100 86 71 0.92
13 13.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:55

0% C21 80 70 40 6.8
-12.08
13.50
SIMSIMA LIMESTONE

13.50 - 15.10m : Slightly weathered, off-white to brown, moderately weak psaudo 3.01
0% brecciated LIMESTONE with occasional clast of orange brown, closely spaced C22 100 75 45
14 joints.
0% C23 14.10 100 67 67 1.95
14.25 90 60 46
0% C24
14.75
0% 15 -13.68 C25 86 68 54 2.10x10-5
15.10 - 16.50m : Fresh to slightly weathered, light orange brown, weak 15.25 0 - 10 Degrees, induced 24
10
MIDRA SHALE

SILTSTONE (SHALE). 92 92 92 fractures, smooth 155 0.81

0% C26
0% ... 15.75 - 16.00m : Highly weathered, orange brown SILT/SILTSTONE. C27 15.75 80 0 0 NI Non intact core
16 16.00 0 - 20 Degrees, induced
... 16.00 - 16.50m : Orange brown/grey, weak to moderately weak
CALCISILTITE with horizontal bedding apparent contact between midra shale -15.08 fractures, smooth, rough
1.5
and rus apparent - irregular angle. 18.94
0% 16.50 - 25.00m : Slightly to moderately weathered, off-white, very weak to weak C28 91 73 67
17 CALCISILTITE, undifferentiated and imterbedded, with CLAY, LIMESTONE, 7
CALCARENITE and CALCILUTITE. 0.91
... 16.50 - 18.00m : Weak to moderately weak LIMESTONE with centimetric 17.50
C29 86 64 46
RUS FORMATION

0% voids.
18 18.00 Non intact core
0% ... 18.00 - 20.00m : Off-white, very weak CALCISILTITE. C30 75 0 0 NI
0% C31 18.40 67 0 0 12 0 - 10 Degrees, induced 1.80x10-5
18.70 NI fractures, undulating, rough
0% 19 C32 70 30 0 12 Non intact core
19.20 0 - 10 Degrees, induced
0% C33 62 0 0 NI fractures, smooth
Non intact core
0% C34 19.70 67 67 33 7.5
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.8.2
 FUGRO PENINSULAR Borehole: JU14-121
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 28/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 11.6 Max (mbg): 11.8 Bore Diameter (mm): 121 E 230429 mQNG N 404206 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 1.42 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
16.50 - 25.00m : Slightly to moderately weathered, off-white, very weak to weak 20.00 0 - 10 Degrees, undulating,
0% C35 64 20 0
CALCISILTITE, undifferentiated and imterbedded, with CLAY, LIMESTONE, NI smooth
CALCARENITE and CALCILUTITE.(As previous sheet) 20.50 ( As previous sheet )
0% ... 20.00 - 20.60m : Extremely weak, light brown CALCILUTITE. C36 68 10 0 20 Non intact core
21 ... 20.60 - 20.70m : Extremely weak, yellowish brown CALCILUTITE. NI 0 - 10 Degrees, induced
... 20.70 - 23.00m : Off-white, very weak CALCISILTITE. 21.00
0% C37 70 36 36 6.7
fractures, smooth
Non intact core 0.06
21.50 NI
0% C38 74 30 30 0 - 10 Degrees, induced
10 fractures, smooth 0.06
RUS FORMATION

22 22.00
0% C39 52 24 24 NI Non intact core
0 - 10 Degrees, induced
22.50
6.7 fractures, rough
0.03
0% C40 50 30 20 Non intact core
23 23.00 0 - 10 Degrees, induced
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:20:55

... 23.00 - 23.10m : CALCARENITE. 60 18 0

0%
... 23.10 - 25.00m : Light brown to brownish grey, very weak CALCISILTITE. C41 fractures, rough
23.50 Non intact core
0% C42 70 0 0 NI
24 24.00
0% C43 60 14 0
24.50
0% C44 60 20 20
-23.58
25 20 0 - 10 Degrees, induced
Borehole Terminated at 25.00m Depth fractures, smooth

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.8.3
 FUGRO PENINSULAR Borehole: JU14-122
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.15 Max (mbg): 6.95 Bore Diameter (mm): 121 E 230445 mQNG N 403942 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.37 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00 - 2.20m : Medium dense, light brown, poorly graded, 0.00
slightly silty to silty, fine to medium grain SAND with shell
fragments. B1
MARINE SAND

1
2,4/5,5,6,5 1.20
S2 N=21

2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:52

-0.83
2.20 - 3.65m : Very loose to loose, light grey, silty to very silty, 1,2/1,1,2,1 2.20
fine grain SAND with numerous shell fragments.
S3 N=5

3
1,1/0,1,0,1 3.20
-2.28
S4 N=2
3.65 - 6.40m : Stiff to hard, slightly sandy to sandy, SILT/CLAY. 3.65
21.5
MARINE SILT

4 U5
21 32
1,2/3,4,4,4 4.40
S6 N=15
5 Gravel

9,8/8,7,10,8 5.40
S7 N=33
6
-5.03
6.40 - 11.50m : Moderately weathered, light grey to light brown, 8,7/8,12,15,15 6.40
moderately weak to moderately strong LIMESTONE clasts in a
S8 N=50
matrix of weak attapulgite clay/claystone (40 - 60% matrix), 6.85 NI Non intact core
WEATHERED SIMSIMA LIMESTONE

40% 7 C1 100 54 40
very close to closely spaced joints, generally along clast 0 - 10 Degrees, induced
boundaries. 8.9 fractures, smooth
0.02
7.35
40% C2 90 46 30 Non intact core
7.85
8 NI
40% C3 100 0 0
8.50 0.02
20 0 - 10 Degrees, induced
40% C4 100 36 17 fractures, smooth, rough
9 NI Non intact core
9.20 0 - 10 Degrees, undulating,
40% C5 94 48 26 8.7 smooth, rough

10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.9.1
 FUGRO PENINSULAR Borehole: JU14-122
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.15 Max (mbg): 6.95 Bore Diameter (mm): 121 E 230445 mQNG N 403942 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.37 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
6.40 - 11.50m : Moderately weathered, light grey to light brown, 10.10 0 - 10 Degrees, undulating,
moderately weak to moderately strong LIMESTONE clasts in a 100 36 14 8.7 smooth, rough
40%
matrix of weak attapulgite clay/claystone (40 - 60% matrix), C6 ( As previous sheet )
very close to closely spaced joints, generally along clast Non intact core
boundaries.(As previous sheet) 10.80
11 100 0 0 NI
20% C7
-10.13
11.50 - 18.60m : Slightly weathered, tan to pinkish brown, 11.50 0 - 10 Degrees, induced 0.17
moderately weak to moderately strong, pseudo brecciated fractures, undulating, rough
20% 12 C8 100 85 72 9
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:53

LIMESTONE with pockets of weak siltsone to hard clay/silt

(10%) with depth, occasional limestone clasts change color to
dark orange brown but no apparent change in strength.
12.50 Non intact core
20% C9 100 25 0 NI
13 12.90 16 0 - 20 Degrees, induced 0.48
10% C10 90 25 17 fractures, undulating, rough
NI
Non intact core
13.50
0 - 10 Degrees, induced
fractures, planar, smooth,
10% 14 C11 91 55 33 rough
SIMSIMA LIMESTONE

14.60 1.35
Gravel
10% 15 C12 96 78 70 32.62 7.20
5.5

15.50
0.87
16 8.9
10% C13 100 77 21

16.80
17

0% C14 83 60 47 0.04

18
18.30 1.59
-17.23
0 - 10 Degrees, induced
18.60 - 19.90m : Fresh to slightly weathered, light brown, very
100 96 85 fractures, planar, smooth,
MIDRA SHALE

0% 19 weak to weak CLAYSTONE (SHALE). C15 rough 13

5.9 643 9.46

19.60
-18.53 C16 92 83 83 0.34 14 Bentonite Pellet
0% 6.23
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.9.2
 FUGRO PENINSULAR Borehole: JU14-122
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.15 Max (mbg): 6.95 Bore Diameter (mm): 121 E 230445 mQNG N 403942 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.37 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
19.90 - 21.40m : Slightly to moderately weathered, light brown 5.3 0 - 30 Degrees, undulating,
20.20
MIDRA SHALE

to light grey, weak to moderately weak LIMESTONE with smooth, rough

occassional centimetric voids.(As previous sheet) ( As previous sheet ) 4.5
0% C17 89 78 56 19.29

21 Gravel
21.10 5.3 0.64
-20.03
0% C18 79 36 21
21.40 - 25.00m : Slightly to moderately weathered, mottled
off-white to light brown, very weak, occassionaly weak
CALCISILTITE, undifferntiated with clay. 21.80
22 C19 60 50 40
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:28:56

0%
... 21.40 - 23.75m : Very weak CALCISILTITE.
22.30 0.04
0% C20 80 60 40 NI Non intact core
RUS FORMATION

22.80 0 - 10 and 70 - 90 Degrees,

0% 23 C21 100 91 55 induced fractures,
undulating, smooth
23.35 0.89 Slotted Pipe
0% ... 23.75 - 23.95m : Extremely weak CLAY. C22 95 25 15 7.8
24 ... 23.95 - 25.00m : Very weak CALCISILTITE, horizontal
bedding.
24.35 0.03
0% C23 58 38 23
-23.63
25
Borehole Terminated at 25.00m Depth

26

27

28

29

30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.9.3
 FUGRO PENINSULAR Borehole: MI-104
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 16/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.6 Max (mbg): 13.05 Bore Diameter (mm): 121 E 229769 mQNG N 405154 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.48 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.20m : Very loose to loose, light brown, poorly graded, slightly silty to 0.00
silty, fine to medium grain SAND with shell fragments.
B1
1 1.20
MARINE SAND

2,1/1,1,1,1 1.20
S2 1.65
N=4
2 -0.72
2.20 - 3.20m : Medium dense, light grey, poorly graded, silty to very silty, fine 2,1/1,2,3,4 2.20 22
grain SAND with shell fragments.
S3 2.65
N=10 16
18

3 -1.72
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:00

30
1,0/0,0,1,4 3.20
MARINE SILT

3.20 - 3.45m : Very soft, brownish grey, sandy to very sandy SILT with shell -1.97 S4
fragments. 3.60
N=5/250mm 22 34
3.45 - 4.20m : Loose, dark grey, poorly graded, slightly silty, poorly graded, fine
4 to medium grain SAND. -2.72
4.20 - 17.35m : Moderately to highly weathered, light grey to light brown, 4,8/9,9,10,22 4.20
S5 4.60
moderately weak, dolomitic LIMESTONE clast in a matix of weak fine grained N=50/250mm
limestone and very weak to hard attapulgite silt/clay (40 - 50% matrix), generally 4.60 Non intact core
60% C1 80 0 0
5 non intact, very closely spaced joints generally along clast bonding.
5.10 NI
60% C2 95 15 0
26.7 0 - 30 Degrees, induced 0.10
6 fractures, undulating
6.10 Non intact core
30% C3 100 0 0 NI
SIMSIMA LIMESTONE

30% C4 6.70 77 0 0
7 7.00 0 - 20 Degrees, induced
... 7.00 - 9.60m : Off-white, pinkish brown, moderately weak to moderately strong 90 68 68
30%
dolomitic LIMESTONE, with weak to hard attapulgite clay matrix and fully vugs C5 fractures, undulating, rough
(20 - 30% matrix). 7.50 7.6 18.75
4.1

3.02
30% 8 C6 100 52 43 Non intact core
NI
8.65 20 0 - 45 Degrees, induced 0.04
fractures, smooth, rough
9 95 16 0
30% C7 Non intact core
NI
9.60
C8 77 0 0
30% 10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges SR
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 5 A4.10.1
 FUGRO PENINSULAR Borehole: MI-104
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 16/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.6 Max (mbg): 13.05 Bore Diameter (mm): 121 E 229769 mQNG N 405154 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.48 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
4.20 - 17.35m : Moderately to highly weathered, light grey to light brown, Non intact core
moderately weak, dolomitic LIMESTONE clast in a matix of weak fine grained 10.25 ( As previous sheet )
20% limestone and very weak to hard attapulgite silt/clay (40 - 50% matrix), generally C9 100 0 0
non intact, very closely spaced joints generally along clast bonding.(As previous
11 sheet) 10.90
20% C10 63 0 0
11.30
20% C11 58 0 0
11.70
10% 12 C12 100 0 0
12.40

C13 92 0 0
SIMSIMA LIMESTONE

0% 13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:01

NI
13.65
0% C14 70 0 0
14
14.15

0% C15 100 10 0
15
15.15

0% C16 85 0 0
16
16.15
0% C17 100 0 0
16.65
0% C18 60 0 0
17
-15.87 17.15 20 0 - 10 Degrees, induced 4.33
0% 17.35 - 22.30m : Moderately to highly weathered, orange brown, weak C19 90 17 17 NI fractures, smooth
SILTSTONE with weak to moderately weak LIMESTONE clasts, very close to Non intact core
closely spaced horizontal joints/breaks. 17.75
18 0 - 20 Degrees, induced
RUS FORMATION

fractures, smooth, rough

9.6
0% C20 93 57 42

19 Non intact core

NI
19.25
C21 100 60 43 10.7
0 - 10 Degrees, induced
0% fractures, planar, smooth
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges SR
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 5 A4.10.2
 FUGRO PENINSULAR Borehole: MI-104
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 16/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.6 Max (mbg): 13.05 Bore Diameter (mm): 121 E 229769 mQNG N 405154 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.48 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0 - 10 Degrees, induced 0.04
17.35 - 22.30m : Moderately to highly weathered, orange brown, weak C21
fractures, planar, smooth
SILTSTONE with weak to moderately weak LIMESTONE clasts, very close to 20.30 10.7 ( As previous sheet )
closely spaced horizontal joints/breaks.(As previous sheet)

0% 21 C22 95 46 31 NI Non intact core

0 - 30 Degrees, induced 0.07
fractures, rough
21.70 6.9
0% 22 C23 57 21 14
-20.82
22.30 - 50.00m : Moderately to highly weathered, off-white to light brown, very to 22.40 0 - 45 Degrees, induced
0% moderately weak CALCISILTITE, undifferentiated and interbedded weak C24 86 30 20 12 fractures, rough
LIMESTONE, CALCARENITE, CLAY and CALCILUTITE.
23 ... 22.40 - 22.90m : Light brown, very weak, siliceous CALCISILTITE. 22.90 NI Non intact core
64 24 24
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:01

0% ... 22.90 - 23.90m : Light brown, weak to moderately weak LIMESTONE. C25
0 - 20 Degrees, induced 0.14
23.40 fractures, smooth, rough 2.9
26.52
0% 24 ... 23.90 - 24.60m : Off-white, very weak CALCISILTITE. C26 96 79 53 0.75
8.8
RUS FORMATION

... 24.60 - 24.80m : Light brown, weak to moderately weak LIMESTONE. 24.60
25 ... 24.80 - 25.60m : Light brown, very weak CALCISILTITE.
0% C27 75 45 34 0.70

NI Non intact core

... 25.60 - 26.10m : Light brownish grey, very weak to weak CALCARENITE. 25.60
0% C28 72 50 24 0 - 20 Degrees, induced
26 8.3 fractures, rough
... 26.10 - 26.70m : Off-white to light brown, very weak to weak CALCISILTITE. 26.10
0% C29 83 38 25 Non intact core
NI
26.70
27
... 26.70 - 27.00m : Light green, very weak to soft CLAY/CALCILUTITE. 16 0 - 10 Degrees, induced
100 34 20 fractures, smooth
0% ... 27.00 - 27.75m : Light brown, very weak CALCISILTITE. C30 NI
Non intact core
20 0 - 10 Degrees, induced
27.70 NI fractures, rough
... 27.75 - 28.10m : Grey, very weak to hard CALCILUTITE.
28 15 Non intact core
0% ... 28.10 - 28.75m : Light brown, weak LIMESTONE. C31 100 30 21 NI 0 - 100 Degrees, induced
fractures, undulating, smooth
Non intact core
... 28.75 - 29.20m : Off-white very weak CALCILUTITE. 28.90 0 - 10 Degrees, induced
29 12.3 fractures, smooth, rough
... 29.20 - 29.50m : Grey, extremely weak CALCILUTITE. 87 23 15 0.07
C32 Non intact core
0% ... 29.50 - 30.40m : Light brown, very weak to weak CALCARENITE. NI
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges SR
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 5 A4.10.3
 FUGRO PENINSULAR Borehole: MI-104
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 16/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.6 Max (mbg): 13.05 Bore Diameter (mm): 121 E 229769 mQNG N 405154 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.48 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
22.30 - 50.00m : Moderately to highly weathered, off-white to light brown, very to 87 23 15 Non intact core
C32 NI ( As previous sheet )
moderately weak CALCISILTITE, undifferentiated and interbedded weak
LIMESTONE, CALCARENITE, CLAY and CALCILUTITE.(As previous sheet) 30.40
0 - 10 Degrees, induced 0.05
... 30.40 - 31.65m : Grey, very weak to weak CALCILUTITE with pockets of fractures, planar, smooth
0% limestone. C33 100 75 61
31 10.4
31.40
... 31.65 - 32.90m : Light brown, very weak to weak CALCARENITE, slightly Non intact core
32 porous.
C34 100 27 27 NI

0 - 20 Degrees, induced
32.90 fractures, undulating, smooth
33 ... 32.90 - 33.60m : Light grey, very weak to weak CLAYSTONE. 8.4 0.32
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:02

0% C35 93 36 30 NI Non intact core

... 33.60 - 34.00m : Grey, extremely weak CALCILUTITE.
34 0 - 10 Degrees, induced
... 34.00 - 34.95m : Off-white, very weak to weak CALCISILTITE. 10.9 fractures, undulating, rough
34.40
RUS FORMATION

NI Non intact core

0 - 20 Degrees, induced 4.69
35 ... 34.95 - 35.20m : Light grey, weak to moderately weak LIMESTONE. 89 42 36 fractures, smooth, rough 1.7
0% C36 23.14
... 35.20 - 36.05m : Grey, very weak to weak CALCILUTITE, with gravel and 9.6
sand.

36 35.90
83 33 17 Non intact core
0% ... 36.05 - 36.25m : Light brown, very weak to weak LIMESTONE. C37
... 36.25 - 36.50m : Light brown, very weak CALCARENITE.
... 36.50 - 37.90m : Grey, very weak CALCILUTITE to hard clay. 36.50
NI
0% 37 C38 70 0 0

37.50 0 - 10 Degrees, induced

0% C39 100 70 70 10 fractures, smooth, rough
38 ... 37.90 - 38.40m : Light brown, weak LIMESTONE. 38.00 Non intact core
0% C40 72 0 0 NI
... 38.40 - 38.50m : Extremely weak CALCILUTITE. 38.50
... 38.50 - 43.00m : Moderately weathered, occassionally highly weathered, light 0 - 10 Degrees, induced 25
0% 39 brown, very weak to weak CALCISILTITE. C41 94 39 36 fractures, planar, smooth 0.19

8.6 0.04
39.40
C42 100 82 82
40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges SR
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 5 A4.10.4
 FUGRO PENINSULAR Borehole: MI-104
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 16/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 3.6 Max (mbg): 13.05 Bore Diameter (mm): 121 E 229769 mQNG N 405154 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.48 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 22.30 - 50.00m : Moderately to highly weathered, off-white to light brown, very to 0 - 10 Degrees, induced 25
C42 100 82 82 fractures, planar, smooth
3.41
moderately weak CALCISILTITE, undifferentiated and interbedded weak 0.20
LIMESTONE, CALCARENITE, CLAY and CALCILUTITE.(As previous sheet) 40.50 ( As previous sheet ) 28
8.6 2.64
0% 41 C43 54 54 54

41.50 Non intact core

0% C44 64 0 0 NI
42 42.00
60 40 40 0 - 10 Degrees, induced
0% C45 fractures, smooth
42.50 7.4
0% C46 70 20 20
43 43.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:02

... 43.00 - 43.55m : Brown, soft SILT (decomposed calcisiltite) Non intact core 21
NI
3036
... 43.55 - 44.20m : Brown, very weak to hard CALCISILTITE/CALCILUTITE. 93 20 0 0 - 10 Degrees, induced
0% C47 6 fractures, smooth
44
Non intact core
... 44.20 - 44.50m : Brown, soft SILT (decomposed calcisiltite) NI
RUS FORMATION

44.50
0 - 10 Degrees, induced 25
fractures, planar, smooth 0.81
45 7 26
0% C48 100 53 42 2.03

Non intact core

46 46.00

0% C49 55 0 0 NI
47 47.00
... 47.00 - 47.50m : SILT. 80 0 0
0% C50
... 47.50 - 49.10m : Dark brown, weak CALCISILTITE to soft calcareous SILT. 47.50 0 - 10 Degrees, induced
0% C51 80 60 0 7.1 fractures, planar, smooth
48 28
48.00 0.11
NI Non intact core
0% C52 95 50 50
0 - 20 Degrees, induced 0.02
49 fractures, planar, smooth
49.00
... 49.10 - 49.45m : Grey, extremely weak CALCILUTITE to hard clay. 6.7
0% C53 85 34 16
-48.52
50 Borehole Terminated at 50.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges SR
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 5 of 5 A4.10.5
 FUGRO PENINSULAR Borehole: MI-105
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 02/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1 Max (mbg): 13 Bore Diameter (mm): 122 E 229813 mQNG N 405169 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.57 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 3.00m : Medium dense to loose, light brown, poorly graded, fine grain 0.00
slightly silty, shelly, SAND.
B1
1
MARINE SAND

1.20
2,2/1,2,2,1 1.20
S2 1.65
N=6
2
2,2/2,1,2,2 2.20
S3 2.65
N=7
-1.43
3
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:06

3.00 - 6.00m : Stiff, light greenish grey, sandy SILT with shells.
2,2/2,3,3,4 3.20 24.6
S4 3.65
N=12 33 60

4
MARINE SILT

2,5/6,7,6,5 4.20
S5 4.65
N=24
5
6,3/4,5,6,8 5.20
S6 5.65
N=23
-4.43
6
6.00 - 7.30m : Medium dense, light greenish grey, poorly graded sandy SILT with
WEATHERED SIMSIMA LIMESTONE RESIDUAL SOIL

angular to sub-angular limestone GRAVEL. 4,4/7,5,4,5 6.20 17

S7 6.65
N=21 48 94

7
-5.73 7.20
7.30 - 10.20m : Moderately weathered, light brown, moderately strong fine
S8 25,*/50,*,*,* 0-20 Degrees 2.36
7.30
grained LIMESTONE with 60% clast, 40% of matrix supported soft weak, light N=50/mm Induced fractures
greenish grey attapulgite clay with close spaced fractures. 100 33 33 undulating, rough
85%
8 C1

8.50 7.4
85% 9 C2 100 10 10

9.50 0.02
C3 100 33 25
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.11.1
 FUGRO PENINSULAR Borehole: MI-105
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 02/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1 Max (mbg): 13 Bore Diameter (mm): 122 E 229813 mQNG N 405169 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.57 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
85% -8.63 0-20 Degrees 2.87
10.20 - 15.20m : Highly weathered, light brown, moderately strong fine grained C3 100 33 25 7.4 Induced fractures
LIMESTONE with in a matrix of softto weak light brown attapulgite clay ( 50-70% undulating, rough
), recovered as non-intact core. LIMESTONE recovered mostly as angular to 10.70 ( As previous sheet )
85% C4 100 0 0
11 sub-angular gravel cobbles, occasional iron stain on internal surfaces. Non intact core
11.00
WEATHERED SIMSIMA LIMESTONE

85% C5 95 20 10

12 12.00
85% C6 100 14 14
12.70 NI
13 100 17 11
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:06

85% C7 0.04

13.60
85% 14 C8 100 14 14
14.30
85% C9 100 14 14
15 -13.63 15.00 0-40 Degrees
SIMSIMA LIMESTONE

15.20 - 16.70m : Moderately weathered, yellowish brown, moderately weak to Induced fractures
85% moderately strong argillaceous LIMESTONE with close to medium spaced C10 100 60 60 undulating, rough 27.48
3.9
fractures. 9.4 2.30
16 16.00
85% C11 100 17 17
-15.13 16.60 0-10 Degrees and occasional
16.70 - 17.90m : Moderately weathered, yellowish brown, weak to moderately 60 to 90 Degrees
85% 17 weak calcareous CLAYSTONE (SHALE), horizontal bedding. C12 90 45 45 Induced and bedding plane 0.23
fractures
MIDRA SHALE

undulating, rough
-16.33
17.60 11.4 0.24

18 0.08
17.90 - 18.80m : Moderately weathered, off-white, moderately weak to weak fine
85% grained LIMESTONE with close to medium spaced fractures. C13 92 67 67 7.36

-17.23 6.3
18.80 - 20.00m : Moderately weathered, off-white, moderately weak to weak 18.80 0-40 Degrees, induced 5.24
19 fractures
CALCISILTITE with close to medium spaced fractures.
93 60 60 4.4 undulating, rough
C14 0.05
85%
-18.43
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.11.2
 FUGRO PENINSULAR Borehole: MI-105
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 02/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1 Max (mbg): 13 Bore Diameter (mm): 122 E 229813 mQNG N 405169 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.57 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
... 19.80 - 20.00m : Off-white, weak fine grained LIMESTONE. C14 0-40 Degrees, induced
20.30 fractures 0.65
20.00 - 35.00m : Moderately weathered, off-white, weak CALCISILTITE with undulating, rough
85% interbedded, undifferentiated, light grey weak to very weak CALCILUTITE with C15 67 33 33
close to medium spaced fractures.
4.4 ( As previous sheet )
1.02
21 ... 20.15 - 20.40m : Off-white, weak chalky LIMESTONE. 20.90
0% ... 20.40 - 21.50m : Off-white CALCISILTITE, near vertical fractures. C16 92 33 17
... 21.50 - 22.65m : Light grey, weak CALCARENITE, recovered as non-intact 21.50 Non intact core
0% core. C17 62 0 0
22 NI
22.30
0% C18 80 20 20
... 22.65 - 24.70m : Moderately weathered, yellowish brown, calcareous 1.28
22.80 0-90 Degrees
23 SILTSTONE, interbedded with off-white, moderately weak CALCARENITE with 92 58 58
C19
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:07

0% Induced fractures 3.92

lenses of chert, horizontal bedding.
undulating, smooth
23.40 0.04
13.1
0% C20 95 75 75
24
0.42
24.40
RUS FORMATION

Non intact core

0% C21 60 20 20
... 24.70 - 25.70m : Light greenish grey, very weak SILTSTONE.
25 24.90
0% C22 50 0 0
25.40
0% C23 50 0 0 NI
... 25.70 - 28.50m : Moderately weathered, off-white weak CALCISILTITE,
26 interbedded with off-white light grey weak CALCILUTITE; 26 to 26.4m near 25.90
0% C24 100 20 20
vertical joint.
26.40
0% C25 90 20 20
1.38
27 26.90 0-20 Degrees with occasional
0% C26 100 42 42 80-90 Degrees 1.32
10.9 Induced fractures
27.50 undulating, smooth, joints
0% C27 90 70 70 5.14
25
28 28.00 0-20 Degrees with occasional
0% C28 70 10 0 60-90 Degrees
28.50 open and close, Induced
... 28.50 - 28.85m : Off-white, becoming light greenish grey weak fractures
0% C29 33 8 0
29
CALCARENITE. 2.7 undulating, rough 2.43
... 28.85 - 35.00m : Light brown, weak SILTSTONE with horizontal interbeds of
light greenish grey, weak CALCILUTITE. 29.10 4.76
0% C30 87 27 27

30 29.85

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.11.3
 FUGRO PENINSULAR Borehole: MI-105
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 02/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1 Max (mbg): 13 Bore Diameter (mm): 122 E 229813 mQNG N 405169 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.57 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 20.00 - 35.00m : Moderately weathered, off-white, weak CALCISILTITE with C31 83 83 83 7 0-20 Degrees with occasional
interbedded, undifferentiated, light grey weak to very weak CALCILUTITE with C31 83 83 83 60 - 90 Degrees induced
close to medium spaced fractures.(As previous sheet) 30.45 fractures, undulating, smooth
0% C32 60 60 60 ( As previous sheet ) 1.20
41

31 30.95
0% C33 70 20 20
31.45
0% C34 60 20 20
RUS FORMATION

32 31.95
0% ... 32.25 - 32.35m : Off-white, very weak CALCARENITE. C35 69 25 25
7
32.75
0% 33 C36 60 20 20
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:07

... 32.95 - 33.25m : Dark grey, weak SILTSTONE. 37

33.25 59 0.33
0% C37 94 82 82
0.11
34 8.9
34.10 0.32
0% C38 100 78 78
-33.43
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.11.4
 FUGRO PENINSULAR Borehole: MI-106
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.55 Max (mbg): 20.7 Bore Diameter (mm): 122 E 229898 mQNG N 405197 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.62 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.00m : Light brown, losse, slightly silty, fine SAND with shell. 0.00

B1
MARINE SAND

1 1.20
2,2/2,2,1,1 1.20
S2 1.65
N=6
-0.38
2
2.00 - 3.00m : Light grey,soft, slightly sandy SILT.
1,0/0,0,0,0 2.20 35.2
S3 2.65
N=0
MARINE SILT

-1.38
3
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:11

3.00 - 4.00m : Light grey, soft, slightly sandy SILT

1,1/0,1,0,1 3.20
S4 3.65
N=2
RESIDUAL SOIL

-2.38
4
4.00 - 4.60m : Dense, light grey, slightly silty/clay, SAND with angular to
sub-angular limestone GRAVEL. 6,6/10,11,17,12 4.20 31
-2.98 S5 4.60
N=50/250mm 4.60 Non intact core
77 201
4.60 - 6.00m : Higly weathered, light grey, moderately weak to moderately strong
50% 5 dolomitic LIMESTONE clast, within a grey green weak to soft sandy silt matrix ( C1 56 6 0 NI
20 - 30% matrix ), recovered as non-intact core.
5.40 0-60 Degrees 0.03
55% C2 75 33 17 induced fractures, undulating,
-4.38 rough, joints,
6 6.00 Fe staining on fracture
WEATHERED SIMSIMA LIMESTONE

6.00 - 11.80m : Moderately weathered to highly weathered, light brown,

moderately weak LIMESTONE clasts, within a light greenish grey attapulgite clay surfaces 0.02
matrix ( approx 60% matrix ), with close spaced fractures.
55% C3 80 47 47
7
7.5
7.50 0.02

55% 8 C4 95 40 40
0.02

8.50
55% C5 100 25 25
9 8.90
55% C6 60 20 20
9.40 Non intact core
55% C7 75 0 0 NI
9.80 100 0 0
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.12.1
 FUGRO PENINSULAR Borehole: MI-106
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.55 Max (mbg): 20.7 Bore Diameter (mm): 122 E 229898 mQNG N 405197 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.62 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
55% 6.00 - 11.80m : Moderately weathered to highly weathered, light brown, C8 10.10 Non intact core
60% moderately weak LIMESTONE clasts, within a light greenish grey attapulgite clay C9 80 10 0 ( As previous sheet )
matrix ( approx 60% matrix ), with close spaced fractures.(As previous sheet)
60% C10 10.60 67 0 0
65% 11 C11 10.90 50 0 0
11.10 NI
60% C12 79 14 0
-10.18
11.80 - 17.55m : Moderately weathered, light brown, moderately weak 11.80
60% 12 C13 80 20 0
argilaceous LIMESTONE, with orange brown inclusions, with close to medium
spaced fractures. 12.30 0-20 Degrees, occasional 60 3.25
Degrees joint
55% C14 100 35 24 induced fractures, undulating,
13 smooth
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:11

5.7
... 13.15 - 15.90m : Argilaceous LIMESTONE, with pockets of light greenish grey 13.15 18.57
attapulgite clay, withlenses of calcareous SILTSTONE.

55% C15 100 93 93 6.2

SIMSIMA LIMESTONE

14 18.33 6.78
0.57
... 14.45 - 14.60m : Yellowish brown, calcareous SILTSTONE.
14.65 0.68
15 5 7.2
5.61
60% C16 93 83 83
0.74
16
16.15
... 16.25 - 17.55m : Yellowish brown, moderately weak, argilaceous
1.08
LIMESTONE, with pockets of calcareous SILTSTONE.
65% C17 100 100 100 13
17 2.36
0.83
-15.93 8.6
7.41
17.55 - 17.80m : Fresh to slightly weathered, yellowish brown, weak calcareous -16.18 17.65 0-90 Degrees 1.23
MIDRA SHALE

0% CLAYSTONE (SHALE). C18 90 90 90 induced fractures, undulating,

18
17.80 - 18.90m : Moderately weathered, buff. moderately weak to moderately 18.15 67 33 0 smooth, joints
0%
strong, fine grained LIMESTONE, with close spaced fractures.
C19 2.99
18.30
8.9
-17.28 6.9 12.35
0% 19 18.90 - 19.15m : Yellowish brown, soft calcareous SILTSTONE. -17.53 C20 100 100 100
19.15 - 35.00m : Moderately weathered, off-white, weak CALCISILTITE, with
interbedded, undifferentiated, light grey becoming dark grey CALCILUTITE, with
0.02
close to medium spaced fractures. 19.70 100 30 30
C21
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.12.2
 FUGRO PENINSULAR Borehole: MI-106
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.55 Max (mbg): 20.7 Bore Diameter (mm): 122 E 229898 mQNG N 405197 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.62 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.15 - 35.00m : Moderately weathered, off-white, weak CALCISILTITE, with 0-90 Degrees
0%
interbedded, undifferentiated, light grey becoming dark grey CALCILUTITE, with C21 100 30 30 6.9 induced fractures, undulating,
close to medium spaced fractures.(As previous sheet) smooth, joints 0.07
20.70 ( As previous sheet )
21 0 to 20 with occasional 80 to
90 Degrees joints
0% ... 21.20 - 21.90m : Vertical fracture. C22 67 33 33 induced fractures, undulating,
smooth

22 21.90 7.4
0% C23 95 60 60 2404 8.19
13

23 22.90
90 80 80 14
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:12

0% C24 6.25
... 23.30 - 23.50m : Yellowish brown calcareous SILTSTONE, interbedded, 23.40 0-20 Degrees, along bedding
off-white CALCISILTITE, horizontal interbeds. planes
0% C25 90 20 15 induced fractures, undulating,
24 smooth, joints
24.40
RUS FORMATION

... 24.40 - 24.70m : Light brown, weak CALCARENITE.

1.98
0% ... 24.70 - 25.65m : Moderately weathered, dark grey, clayey CALCILUTITE, C26 80 70 70
25 interbedded, with off-white, weak CALCISILTITE, horizontal interbeds. 8.3
25.40
0% ... 25.65 - 26.90m : Dark grey, moderately weak, coraline LIMESTONE. C27 100 44 44
26
2.34
26.20
0% C28 62 25 25
0% C29 26.60 67 33 33
27 ... 26.90 - 27.80m : Light brown, weak CALCARENITE. 26.90 0-20 Degrees with occasional
70 to 90 Degrees
0% C30 83 44 22 induced fractures, undulating,
smooth, joints
... 27.80 - 28.10m : Light greenish grey, soft clayey CALCILUTITE. 27.80 34
28 0.06
0% ... 28.10 - 29.90m : Moderately weathered, light grey, weak CALCARENITE, C31 100 90 90 4.21
interbedded, with very weak CALCISILTITE, with close spaced fractures. 5.7
28.80
29 4.2
0% C32 69 56 56 11.66
3.47
29.60
C33 70 50 50
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.12.3
 FUGRO PENINSULAR Borehole: MI-106
State of Qatar

Equipment: Boart Longyear Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.55 Max (mbg): 20.7 Bore Diameter (mm): 122 E 229898 mQNG N 405197 mQNG
Fluid Flush: Water & Guargum Driller: Khushi Core Diameter (mm): 83 Elevation: 1.62 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% ... 29.90 - 32.10m : Light grey, weak CALCISILTITE, with interbedded, with dark 0-20 Degrees with occasional 1.25
grey, weak clayey CALCILUTITE, with close spaced fractures. C33 70 50 50 70 to 90 Degrees
induced fractures, undulating, 2.30
19.15 - 35.00m : Moderately weathered, off-white, weak CALCISILTITE, with
30.60 smooth, joints
interbedded, undifferentiated, light grey becoming dark grey CALCILUTITE, with 5.7
close to medium spaced fractures.(As previous sheet) ( As previous sheet )
0% 31 C34 30 30 30
0.24
31.60 Non intact core
0% C35 40 10 0
RUS FORMATION

32
... 32.10 - 33.10m : Light grey, moderately weak, fine grained LIMESTONE. 32.10
0% C36 40 20 20
32.60
0% C37 40 10 0
33
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:12

33.10
0% C38 40 0 0 NI
33.60
0% C39 70 10 0
34
... 34.10 - 35.00m : Light grey, soft silt, very weak SILTSTONE. 34.10
0% C40 28 0 0
-33.38
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.12.4
 FUGRO PENINSULAR Borehole: MI-107
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 09/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.15 Max (mbg): 14.05 Bore Diameter (mm): 121 E 229855 mQNG N 405183 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.65m : Loose to very loose, pale yellow to grey, poorly graded, silty to 0.00
very silty, fine to medium grain SAND.
B1
MARINE SAND

1 1.20
2,1/2,2,1,1 1.20 9
S2 1.65
N=6
2
1,0/1,0,1,1 2.20
-1.06 S3 2.65
N=3 2.65
2.65 - 4.80m : Stiff to hard, grey, slightly sandy SILT.
3 32
U4
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:18

24 31
MARINE SILT

3.55
3,1/3,4,4,4 3.55
S5 4.00
4 N=15

5,9/8,8,18,16 4.40
-3.21 S6 4.80
N=50/250mm 4.80 0-10 Degrees
4.80 - 7.80m : Highly weathered, dark greenish grey, moderately weak, fine 90 68 28
40% 5
grained LIMESTONE, with attapulgite clay in a matrix (>60% matrix), limestone C1 induced fractures, undulating,
recovered mostly as gravel. 5.30 7 smooth
40% C2 100 60 50
5.80 NI Non intact core
6
0-45 degrees, induced, rough,
WEATHERED SIMSIMA LIMESTONE

10% C3 100 34 10 12.7 undulating

6.80 NI Non intact core

7 0-60 degrees, induced, rough,
0% C4 93 38 24 17.8 undulating

-6.21 7.60 NI Non intact core

1.1
0% 7.80 - 9.70m : Slightly weathered, light grey, moderately weak to moderately C5 100 60 47 0-15 degrees, induced 81.43 60.04
8 fractures, undulating, rough
strong, fine grained dolomitic LIMESTONE, with weak attapulgite clay(10 - 15%),
very close to closely spaced joints with iron stringers and joint surfaces. 8.20
3.9
0% C6 95 64 45
9 2.79
9.20
0% C7 64 34 30 NI Non intact core
-8.11
C8 9.70 100 0 0 NI Non intact core
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 5 A4.13.1
 FUGRO PENINSULAR Borehole: MI-107
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 09/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.15 Max (mbg): 14.05 Bore Diameter (mm): 121 E 229855 mQNG N 405183 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 9.70 - 19.60m : Highly and moderately weathered, light grey and greenish grey, NI Non intact core
weak, fine grain, matrix dominated, clast supported, mossaic monomictic breccia, 10.20 ( As previous sheet )
matrix is represented by greenish grey attapulgite clay, while the clast is
13.3 0-15 degrees, induced, rough
0% represented by moderately weak, fine grained LIMESTONE, matrix (60%), clast C9 100 39 12 NI Non intact core
11 (40%), mostly recovered as non intact core.(As previous sheet) 16.7 0-20 degrees, induced,
undulating, smooth and rough 2.08
11.30
Non intact core
0% C10 71 0 0
12 12.00 NI
0% C11 60 0 0

13 13.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:18

0% C12 70 40 20 0-45 degrees, induced,

13.50 8.7 undulating, rough
WEATHERED SIMSIMA LIMESTONE

0% C13 72 48 48
14 14.00 Non intact core
0% C14 50 0 0
14.50
0% C15 70 10 0 NI
0% 15 C16 15.00 100 47 0
15.15 50 16 0
0% C17
15.65 0-10 degrees, induced 0.04
0% C18 100 48 48
16 fractures, undulating, smooth
16.15 10
0% C19 100 0 0
17 Non intact core
17.05

0% C20 92 8 0
NI
18 18.00
0% C21 100 16 0
18.55 Non intact core 0.02
0% 19 C22 88 34 18 NI
-18.01 19.50 0-10, 45-90 Degrees,
C23 100 59 38 7.3 undulating, smooth, plannee
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 5 A4.13.2
 FUGRO PENINSULAR Borehole: MI-107
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 09/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.15 Max (mbg): 14.05 Bore Diameter (mm): 121 E 229855 mQNG N 405183 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 19.60 - 21.20m : Slightly to moderately weathered, yellowish brown, very weak to 0-10, 45-90 Degrees,
C23 100 59 38 undulating, smooth, plannee
weak, calcareous CLAYSTONE (SHALE), with angular to sub-angular pieces of
limestone, close to medium spaced fractures.(As previous sheet) 20.50 ( As previous sheet )
1.27
MIDRA SHALE

0% 21 C24 88 61 42
-19.61
7.3
21.20 - 22.40m : Moderately weathered, off-white/brown, weak LIMESTONE with 21.35
0% siltstone stringers, with horizontal layer of greyish brown clay/siltstone.
C25 100 64 33
22 21.90 0.04
0% C26 90 44 20
-20.81
0% 22.40 - 50.00m : Slightly to moderately weathered, tan, moderately weak to weak C27 22.40 83 0 0 Non intact core
CALCISILTITE, interbedded with weak, grey CALCILUTITE, and ocassional 22.70
0% 23 layers of weak coralline LIMESTONE and weak CALCARENITE. C28 70 0 0
NI
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:18

... 22.40 - 24.70m : Highly weathered, light greyish, weak LIMESTONE, with 23.20
0% pockets of clay. C29 70 0 0
23.70 20 0-20 Degrees, rough, induced
0% C30 50 16 0
24 NI Non intact core
24.20 13.3 0-10 Degree, rough, induced
0% C31 100 28 28 NI Non intact core
... 24.70 - 26.35m : Dark grey and mottled off-white, weak CALCISILTITE. 24.70 0-20 Degrees, induced, rough
0% 25 C32 90 40 22 15.6
25.20 Non intact core

C33 80 17 0
RUS FORMATION

0% NI
26
26.20
0% ... 26.35 - 26.55m : Soft calcareous CLAY. C34 93 33 33 20 0-10 Degrees, induced
... 26.55 - 27.05m : Mottled off-white, weak CALCISILTITE. NI fractures, undulating, rough
26.80 Non intact core
27 7.7
... 27.05 - 27.30m : Slightly weathered, light brown, CALCARENITE. 0-40 Degrees, induced 1132 3.31
0% C35 100 72 50 12 fractures, undulating, rough
... 27.30 - 28.60m : Mottled off-white, weak CALCISILTITE, with centimeter beds
of dark greyish calcareous Claystone.
27.80 NI Non intact core
28
0% C36 70 18 0 0-35 Degrees, induced
fractures, undulating, rough

... 28.60 - 29.10m : Light grey, weak CALCARENITE. 28.60 8.8

0% C37 90 48 30
29 6.87
... 29.10 - 29.60m : Dark greyish, weak calcareous CLAYSTONE with sandy, silt 29.10
0% C38 70 24 0 NI Non intact core
matrix materials.
29.60 0-15 Degrees, induced
0% ... 29.60 - 30.60m : Greenish grey, very weak, CALCILUTITE. C39 70 40 22 6.7
fractures, rough
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 5 A4.13.3
 FUGRO PENINSULAR Borehole: MI-107
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 09/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.15 Max (mbg): 14.05 Bore Diameter (mm): 121 E 229855 mQNG N 405183 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
22.40 - 50.00m : Slightly to moderately weathered, tan, moderately weak to weak 30.10 0-15 Degrees, induced 0.02
0% CALCISILTITE, interbedded with weak, grey CALCILUTITE, and ocassional C40 80 44 20 fractures, rough
layers of weak coralline LIMESTONE and weak CALCARENITE.(As previous 6.7 ( As previous sheet )
sheet) 30.60
0% C41 90 60 60
31 ... 30.60 - 34.60m : Mottled off-white, weak, CALCISILTITE, with interbeds of
dark greyish, slightly sandy calcareous Claystone, fissile. 31.10 NI Non intact core
0% C42 100 60 60 13.3 0-45 Degrees, induced
31.60 NI fractures, undulating, rough
0% 32 C43 86 64 64 Non intact core
0-45 Degrees, induced
fractures, rough 0.83
32.30
0% C44 80 34 20 0.6
32.80
0% 33 C45 72 26 26
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:19

2.25
33.30 Non intact core
0% C46 60 0 0 NI
11
33.80 0-10, 30-60 Degrees, Smooth, 0.16
0% 34 C47 70 56 48 rough, undulating
34.30
RUS FORMATION

0% C48 100 53 29
35 7.4
35.00
0% C49 100 100 74 7.8
4.03
35.50

0% 36 C50 92 22 0
NI Non intact core
36.50 0-10, 30-60 Degrees, induced
... 36.70 - 39.40m : Light brown, weak CALCISILTITE. fractures, undulating, smooth,
91 38 22 rough 0.41
0% 37 C51

37.60
0% C52 97 67 30
38
38.20 4.3
0% C53 100 67 20
39
39.20
... 39.40 - 40.60m : Hard to very soft, brown CALCISILTITE and partially C54 100 20 0 0.02
0% remolded by drilling.
40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 5 A4.13.4
 FUGRO PENINSULAR Borehole: MI-107
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 09/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.15 Max (mbg): 14.05 Bore Diameter (mm): 121 E 229855 mQNG N 405183 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
32
22.40 - 50.00m : Slightly to moderately weathered, tan, moderately weak to weak 0-10, 30-60 Degrees, induced
CALCISILTITE, interbedded with weak, grey CALCILUTITE, and ocassional 40.20 fractures, undulating, smooth, 29 36
layers of weak coralline LIMESTONE and weak CALCARENITE.(As previous rough
sheet) ( As previous sheet )
0% 41 ... 40.60 - 48.70m : LIght brown becoming dark brown, weak CALCISILTITE. C55 100 43 16

41.70 0.07
42
0% C56 83 45 39

43
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:19

43.20 4.3
0% C57 63 30 30
44 18
44.20 0.60
0% C58 100 42 42
RUS FORMATION

44.70
45
0% C59 75 50 45

45.70
0% 46 C60 100 64 64 19
0.32
46.20
0% C61 90 62 62
46.70 Non intact core
0% 47 C62 30 0 0 NI
47.20
0% C63 70 46 46 0-30 Degrees, induced
fractures, undulating, smooth 0.04
47.70
0% 48 C64 50 32 32
48.20
0% C65 40 18 0
48.70 5.4
... 48.70 - 50.00m : Dark grey, very weak to weak, sandy CALCILUTITE. 17
0% 49 C66 100 80 80 1.00

49.50
0% C67 100 100 90
-48.41
50 Borehole Terminated at 50.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 5 of 5 A4.13.5
 FUGRO PENINSULAR Borehole: MI-108
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 22/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.8 Max (mbg): 13.9 Bore Diameter (mm): 121 E 229940 mQNG N 405211 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.79 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.00m : Medium dese, light brown, poorly graded, fine grain silty SAND. 0.00

B1
MARINE SAND

1 1.20
2,2/1,2,2,2 1.20
S2 1.65
N=7
-0.21
2
2.00 - 4.00m : Stiff, light brown becoming light greenish grey, slightly sandy,
clayey SILT. 1,0/1,*,*,* 2.20
S3 2.65
N=1
MARINE SILT

2.65
3 28.4
U4
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:23

3.55
1,1/2,2,3,3 3.55
S5
RESIDUAL SOIL

-2.21 N=10 4.00

4
4.00 - 4.55m : Very dense, off-white to light greenish grey, silty Sand with 4.15
angular to sub-angular limestone GRAVEL. S6 5,8/12,14,15,9
-2.76 4.55
N=50/250mm 4.55 Non intact core
4.55 - 14.50m : Moderately to highly weathered, light brown, moderately weak to
60% weak fine grained LIMESTONE, with pockets of light greenish grey attapulgite C1 100 18 0
5 clay, recovered as non intact core. 5.10
... 4.55 - 6.30m : High weathered, light grey, 20% clast of moderately wek to NI
moderately strong dolomitic LIMESTONE, with 80 % of weak to soft matrix, 100 8 0
60% supported of light greenish grey attapulgite clay. C2
6
WEATHERED SIMSIMA LIMESTONE

6.30 0-60 Degrees

induced fractures, undulating, 1.18
60% C3 94 47 35 9.4 rough, joints
7
7.15 Non intact core
60% C4 70 20 0 NI
... 7.65 - 13.75m : Highly weathered, light brown, with 40% clast of moderately 7.65 0-90 Degrees 0.04
8 weak to moderately strong dolomitic LIMESTONE , with 60% weak to soft matrix, induced fractures, undulating,
60% supported of light greenish grey attapulgite clay, recovered as non intact core. C5 90 40 30 rough, joints
13.3
8.65
60% C6 90 40 20
9
9.15 Non intact core

30% C7 70 10 0 NI
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.14.1
 FUGRO PENINSULAR Borehole: MI-108
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 22/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.8 Max (mbg): 13.9 Bore Diameter (mm): 121 E 229940 mQNG N 405211 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.79 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
4.55 - 14.50m : Moderately to highly weathered, light brown, moderately weak to 10.15 0-90 Degrees
weak fine grained LIMESTONE, with pockets of light greenish grey attapulgite
30% clay, recovered as non intact core.(As previous sheet) C8 93 20 20 8 induced fractures, undulating, 13
rough, joints 0.10
... 10.15 - 10.50m : Matrix to LIMESTONE contact is approx 90 degree ( along
11 core lenght ). 10.90 Non intact core
WEATHERED SIMSIMA LIMESTONE

30% C9 65 15 0

12 11.90
30% C10 58 8 0 NI
12.50
30% C11 60 10 0
13 13.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:23

30% C12 80 10 0
13.50 10-80 Degrees 16
induced fractures, undulating, 1.36
... 13.75 - 14.50m : Moderately weathered, off-white, fine grained LIMESTONE, 100 60 50 10
30% 14 with pockets of light greenish grey attapulgite clay, with closed spaced fractures. C13 smooth 0.04
-12.71 0.10
14.50 - 17.10m : Moderately weathered, light brown, moderately weak 14.50 Non intact core
20% C14 70 10 0
moderately strong argillaceous LIMESTONE, with iron stringers on close to
15 medium spaced fractures ( posible drill brecks ). 15.00 NI
SIMSIMA LIMESTONE

20% C15 90 0 0
2.3
15.50 0-20 Degrees 39.66
induced fractures, undulating, 16
10% 16 C16 95 95 95 rough, joints 800 4.67

0.47
16.50
6 11
17 -15.31 9.44 27
0% 17.10 - 17.40m : Moderately weathered, yellowish brown, moderately weak to -15.61 C17 100 87 87 1.70
weak, CALCAREOUS CLAYSTONE (SHALE). 0.79
-15.91
17.40 - 17.70m : Slightly to moderately weathered, weak, buff chalky
18 LIMESTONE.
18.00
MIDRA SHALE

NI Non intact core

17.70 - 19.90m : Moderately weathered, buff. moderately weak to weak, fine
0% grained LIMESTONE, with close to medium spaced fractures.
C18 85 10 10 0-20 Degrees
induced fractures, indulating,
joints, rough
19 19.00
5.2 3.92
0% C19 86 50 50
... 19.55 - 19.70m : Yellowish brown, very weak calcareous SILTSTONE. 19.70
... 19.70 - 22.20m : Buff. very weak, CALCISILTITE.
-18.11 C20 70 20 20
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.14.2
 FUGRO PENINSULAR Borehole: MI-108
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 22/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.8 Max (mbg): 13.9 Bore Diameter (mm): 121 E 229940 mQNG N 405211 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.79 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.90 - 35.00m : Moderately weathered, buff. weak CALCISILTITE, with 0-20 Degrees
0%
interbedded, undifferentiated, light grey, clayey CALCILUTITE, with close to C20 70 20 20 5.2 induced fractures, indulating,
medium spaced fractures.(As previous sheet) joints, rough 1.12
20.70 ( As previous sheet )
0% 21 ... 20.85 - 22.20m : Tan weak LIMESTONE in tan sandy silt matrix ( 40% matrix C21 60 0 0 Non intact core
). 21.20
0% C22 60 20 20 NI
21.70
0% 22 C23 60 10 0
... 22.20 - 22.70m : Yellowish greenish brown, weak CALCILUTITE. 22.20 0-10 Degrees
0% C24 60 60 60 12 induced fractures, undulating,
rough, joints 0.04
... 22.70 - 22.80m : Yellowish brown, calcareous SILTSTONE. 22.70
0% 23 C25 50 0 0 Non intact core
... 22.80 - 24.20m : Buff, weak CALCISILTITE, recovered as non intact core.
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:24

23.20
0% C26 50 10 0
23.70 NI
0% 24 C27 40 0 0
... 24.20 - 24.80m : Brown, recovered as soft CLAY. 24.20 22
0% C28 50 0 0
RUS FORMATION

24.70 0-10 Degrees

0% 25 ... 24.80 - 26.25m : Light grey, moderately weak fossiliferous LIMESTONE. C29 70 40 40 induced fractures, undulating, 9.6
5.15
25.20 rough, joints
0% C30 36 14 14 5.8

26 25.90 100 100 100

0% C31 0.55
... 26.25 - 27.25m : Buff, weak CALCISILTITE. 26.25 0-30 Degrees
0% C32 50 20 20 induced fractures, undulating,
26.75 rough, joints
... 26.75 - 27.00m : Gypsum. 9.5
0% 27 C33 100 50 50 10.34
8.1
... 27.25 - 27.80m : Light grey, very weak, soft CALCILUTITE. 27.35

0% C34 85 60 60 0.02
28 ... 27.80 - 29.35m : Buff, weak CALCARENITE.

28.35 Non intact core

0% C35 100 35 30 NI
29
... 29.35 - 30.10m : Light greenish grey, weak CALCISILTITE. 29.35
C36 97 90 90 11.1 0.91
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.14.3
 FUGRO PENINSULAR Borehole: MI-108
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 22/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.8 Max (mbg): 13.9 Bore Diameter (mm): 121 E 229940 mQNG N 405211 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.79 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 19.90 - 35.00m : Moderately weathered, buff. weak CALCISILTITE, with 0-30 degrees
interbedded, undifferentiated, light grey, clayey CALCILUTITE, with close to 97 90 90 induced fractures, undulating, 0.15
C36 rough, joints 9.8
medium spaced fractures.(As previous sheet)
( As previous sheet ) 17.72
... 30.10 - 30.50m : Dark grey, very weak, clayey CALCILUTITE.
31 ... 30.50 - 33.20m : Off-white, very weak CALCISILTITE. 30.80 11.1
0% C37 57 19 10
25
31.85 0-90 Degrees 0.28
RUS FORMATION

0% 32 C38 50 36 36 induced fractures, undulating,

32.35 rough, joints
0.02
0% C39 100 70 50
33
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:24

... 33.20 - 34.10m : Light grey becoming dark grey, very weak CALCILUTITE. 33.35 4.8 0.13 39
1.17
0% 34 C40 87 57 48

34.50
0% C41 90 40 30 0.10
-33.21
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.14.4
 FUGRO PENINSULAR Borehole: MI-109
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.9 Max (mbg): 14.45 Bore Diameter (mm): 122 E 230002 mQNG N 405232 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.00m : Light brown, loose, poorly to uniform graded, slightly gravelly, very 0.00
silty, fine grain SAND, with shell fragments.
B1
MARINE SAND

1 1.20
1,2/2,2,2,3 1.20
S2 1.65
N=9
-0.34
2
2.00 - 3.65m : Dark grey, very soft, slightly sandy SILT with intermediate
plasticity and rare shell fragments 1,1/*,*,*,* 2.20
S3
MARINE SILT

N= 2.65
2.65
3 35
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:28

U4
2638
-1.99 3.65
3.65 - 5.05m : Greenish grey very stiff attapulgite CLAY with numerous 2,2/2,6,7,8 3.65 46
S5
RESIDUAL SOIL

4 fragments of limestone. N=23 4.10 49 106

10,10/15,15,20,* 4.65
-3.39 S6 5.02
5 N=50/220mm 5.05 0-15 deg. induced, bedding,
5.05 - 9.60m : Moderately weathered, light brown to off-white and greenish grey,
moderately weak to moderately strong in a weak to very weak fine grained undulating, smooth and rough
30% LIMESTONE with numerous pockets of attapulgite clay matrix (60%), highly C1 100 51 51 0.02
fractured, with limestone clasts crackled and locally mosaic. Fractures generally
6 close spaced. 15
6.15 7.2 0.19
WEATHERED SIMSIMA LIMESTONE

30% C2 100 39 33

7 6.85
30% C3 94 51 46 0.03
Non intact core
7.70
30% 8 C4 60 16 0
8.20
30% C5 60 0 0 NI
8.70
9 56 21 21
30% C6
-7.94 25 0-70 deg. fractures, planar,
9.60 smooth with clay infill
C7 75 20 20 6.5
30%
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.15.1
 FUGRO PENINSULAR Borehole: MI-109
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.9 Max (mbg): 14.45 Bore Diameter (mm): 122 E 230002 mQNG N 405232 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
9.60 - 13.95m : Slightly weathered, off-white locally pale yellow, weak 0-90 deg. induced, fractures,
10.20 planar and undulating, rough 1.70
CALCISILTITE, with local iron stringers, with close and medium spaced 4.4
fractures, locally recovered as non intact core.(As previous sheet) ( As previous sheet )
100 67 50 6.5 23.41
30% C8
WEATHERED SIMSIMA LIMESTONE

... 10.75 - 10.85m : Pocket of hard greenish attapulgite CLAY

11
11.30 NI Non intact core
0-15 deg. induced, bedding,
undulating, smooth and rough 0.05
30% 12 C9 100 59 44
2.4
33.40
6.4
12.80
13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:29

30% C10 100 64 43

-12.29
14 13.95 - 15.40m : Slightly weathered, yellowish brown, weak CALCILUTITE 14.05 Horizontal, induced, bedding
C11 100 100 100 and cleavage, planar, smooth
MIDRA SHALE

30% (SHALE), with rare rounded grave size limestone pieces (3%), horizontal
bedding, occasional vugs. and rough. Between 14.15m 11
14.50 2.1 and 14.45m vertical fracture 1023 8.55
with clay infill
15 100 47 65 9
30% C12 14.00
-13.74
15.40 - 35.00m : Slightly and moderately weathered, interbedded and 0-90 deg. induced and
undifferentiated CALCISILTITE, CALCILUTITE and chalky LIMESTONE, with 7.7 fractures, planar and
15.75 undulating, rough
4.2
16 close spaced fractures. 27.60
58 13 13 Non intact core
0% ... 15.40 - 16.60m : Off-white and light grey, weak and moderately weak C13
CALCISILTITE, 15.40 to 15.75 vertical fracture at contact.
... 16.60 - 17.25m : Decomposed CALCISILTITE down to SILT 16.75
0% 17 C14 70 0 0
RUS FORMATION

... 17.25 - 18.25m : Moderately to highly weathered, greyish, moderately strong 17.25 NI 0.64
LIMESTONE with numerous carbonate reprecipitations, with local clay pockets
0% (20%). C15 46 19 0
18
... 18.25 - 21.00m : Off-white, weak and moderately weak CALCISILTITE, 18.25
0% C16 70 24 0
porous, with vuggy aspect, and local carbonate reprecipitations.
18.75 0-20 deg. induced, undulating,
19 rough 3.67
C17 80 69 59 3.7 7.6
0% 18.73

20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.15.2
 FUGRO PENINSULAR Borehole: MI-109
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.9 Max (mbg): 14.45 Bore Diameter (mm): 122 E 230002 mQNG N 405232 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
15.40 - 35.00m : Slightly and moderately weathered, interbedded and
undifferentiated CALCISILTITE, CALCILUTITE and chalky LIMESTONE, with 20.25 0-80 deg. induced, cleavage,
10
close spaced fractures.(As previous sheet) planar, rough
0% C18 85 14 14 Non intact core
21 NI
... 21.00 - 21.25m : Soft, grey CLAY pocket
... 21.25 - 21.65m : Moderately weak and moderately strong LIMESTONE with 21.25
0% C19 100 56 20 Horizontal induced, bedding, 4.84
reprecipitated carbonates. planar, rough
... 21.65 - 24.45m : Moderately weathered, centimeter interbedded yellowish 21.75 8.9
0% 22 brown, very weak CALCILUTITE and off-white weak CALCISILTITE C20 60 46 0
0.17
22.25 Non intact core
0% C21 80 20 0
22.75 NI
0% 23 C22 60 0 0
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:29

23.25 Horizontal induced, bedding,

undulating and planar, smooth
0% C23 90 60 34 10 and rough 0.73
17
24 1.11
24.25 0-40 and 70-90 deg. induced,
RUS FORMATION

5.9
... 24.45 - 26.65m : Off-white, moderately strong corraline LIMESTONE with bedding and cleavage, 26.84
0% vuggy aspect, with local carbonate reprecipitation. C24 95 80 54 9 undulating, rough
25
10.83
25.25 Non intact core

0% C25 90 9 0 NI
26
26.25 Horizontal, induced, bedding,
0% C26 100 48 40 planar and undulating, smooth
... 26.65 - 27.15m : Dark grey soft CLAY and rough 0.09
27 26.85
7.6
0% ... 27.15 - 28.60m : Grey, fresh, moderately weak and moderately strong, highly C27 100 100 60 2.29
4.5
porous LIMESTONE, open vugs, partially infiled with low carbonate
reprecipitation. 0.20
27.75
28 Horizontal, induced, planar, 1.3
781 6.61
1.4 rough
0% C28 97 67 61
... 28.60 - 29.75m : Weak pale greenish CALCILUTITE NI Non intact core
29 Horizontal induced, planar, 16
smooth 1.23
29.25
0% C29 60 60 40 1.5
... 29.75 - 30.75m : Tan, siltstone GRAVEL and dark grey, hard SILT. C30 29.75 50 40 22
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.15.3
 FUGRO PENINSULAR Borehole: MI-109
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 2.9 Max (mbg): 14.45 Bore Diameter (mm): 122 E 230002 mQNG N 405232 mQNG
Fluid Flush: Water & Guargum Driller: Sherin Mohamed Core Diameter (mm): 83 Elevation: 1.66 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 15.40 - 35.00m : Slightly and moderately weathered, interbedded and
undifferentiated CALCISILTITE, CALCILUTITE and chalky LIMESTONE, with 30.25 Non intact core 4.19
0% close spaced fractures.(As previous sheet) C31 50 16 0
NI
30.75
31 ... 30.95 - 35.00m : Dark grey, green, moderately weak to weak, sandy,
0% SILTSTONE with layers of off-white / tan calcisiltite. C32 80 46 38 0-20 deg. induced, bedding, 1.26
12
undulating, smooth and rough
10.9
31.75
C33 80 50 50
RUS FORMATION

0% 32
32.25 Non intact core
0% C34 66 26 0 NI
32.75 0-20 deg. induced, bedding,
0% 33 C35 70 36 36 8 undulating, smooth and rough
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:30

0.06
33.25 Non intact core
0% C36 60 0 0 NI
33.75 0-20 deg. induced, bedding,
0% 34 C37 70 70 44 11.4 undulating, smooth and rough
34.25 31
0.79
0% C38 100 40 32 NI
Non intact core
-33.34
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.15.4
 FUGRO PENINSULAR Borehole: MI-110
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 14.5 Bore Diameter (mm): 121 E 230090 mQNG N 405262 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.8 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.00m : Medium dense, light brown, poorly graded, slightly silty/clayey fine 0.00
grain SAND with shelly.
B1
MARINE SAND

1 1.20
1,3/2,4,3,4 1.20
S2 1.65
N=13
-0.20
2
2.00 - 4.25m : Soft, light grey, fine grain sandy SILT with shells.
1,0/1,0,1,0 2.20 32.9
S3 2.65
N=2 2.65
MARINE SILT

3 40
U4
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:34

3.55
1,2/3,5,4,5 3.55
S5 4.00
4 N=17
-2.45
4.25 - 5.50m : Medium dense to dense, greenish grey, well graded, slightly
RESIDUAL SOIL

silty/clayey SAND with angular to sub-angular limestone GRAVEL. 4.55

S6 3,5/7,5,6,6
N=24 5.00
5
7,8/12,14,24,* 5.20
-3.70 S7 5.55
5.50 - 12.10m : Highly weathered, light brown to light grey, moderately weak to N=50/200mm 5.55 Non intact core
60% weak, fine grained LIMESTONE clast( 60% ) with 40% matrix supported of light C1 50 0 0
6 greenish grey, weak to soft attapulgite clay, recovered as non-intact core, Fe 6.05
60% staining on fracture surface. C2 76 0 0
WEATHERED SIMSIMA LIMESTONE

6.55
NI
60% 7 C3 65 0 0

7.55
60% C4 80 0 0
8 8.05 0-20 Degrees
induced fractures, undulating,
40% C5 95 58 58 rough, joints
0.05
9 9.00 8.7
40% C6 100 83 83
9.60 2.82
C7 80 40 40
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 5 A4.16.1
 FUGRO PENINSULAR Borehole: MI-110
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 14.5 Bore Diameter (mm): 121 E 230090 mQNG N 405262 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.8 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
40% 5.50 - 12.10m : Highly weathered, light brown to light grey, moderately weak to 0-20 Degrees
weak, fine grained LIMESTONE clast( 60% ) with 40% matrix supported of light C7 80 40 40 induced fractures, undulating,
greenish grey, weak to soft attapulgite clay, recovered as non-intact core, Fe rough, joints
staining on fracture surface.(As previous sheet) 10.60 8.7 ( As previous sheet )
40% 11 C8 94 39 39
0.43
11.50 Non intact core
20% C9 100 0 0 NI
12 -10.30 7.9
12.10 - 15.00m : Moderately weathered, off-white, moderately weak to weak fine 12.10 0-25 Degrees 9.23
grained LIMESTONE with pockets of well cemented light greenish grey induced fractures, undulating,
20% attapulgite clay, with close to medium spaced fractures, occasional open voids, C10 95 90 90 rough, joints 0.20 8.1
interlayer of very weak gravelly wiltstone.
SIMSIMA LIMESTONE

413 2.83
13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:34

13.10 0.20
11
100 73 73 7.6 540 2.05
0% C11 0.15
14
14.20
0% C12 94 25 13
... 14.70 - 14.80m : Gypsum. -13.20
15 15.00 Non intact core
15.00 - 17.00m : Moderately weathered, yellowish brown, weak calcareous 70 0 0 NI
0%
CLAYSTONE (SHALE) with close to medium spaced fractures. C13
15.50 0-20 Degrees 16
0.67
induced fractures, undulating,
16 smooth 0.07
0% C14 100 93 93 0.39
38

0.04
MIDRA SHALE

-15.20 6.7
17 17.00
17.00 - 19.10m : Moderately weathered, light brown, moderately weak fine grain 0.14
LIMESTONE with close spaced fractures. 31
0% C15 92 67 67 5.04

18
18.20 Non intact core
... 18.35 - 18.45m : Yellowish brown, calcareous SILTSTONE.
0% C16 55 20 0
19 -17.30 NI
19.10 - 42.00m : Moderately weathered, buff, very weak CALCISILTITE with 19.20
0% interbeded, undifferentiated light grey to dark grey weak to very weak clayey C17 50 0 0
CALCILUTITE with close to medium spaced fractures.
C18 19.70 40 0 0
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 5 A4.16.2
 FUGRO PENINSULAR Borehole: MI-110
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 14.5 Bore Diameter (mm): 121 E 230090 mQNG N 405262 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.8 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 19.10 - 42.00m : Moderately weathered, buff, very weak CALCISILTITE with Non intact core
interbeded, undifferentiated light grey to dark grey weak to very weak clayey 20.20 ( As previous sheet )
CALCILUTITE with close to medium spaced fractures.(As previous sheet)
90 20 0 NI
0% ... 20.50 - 21.90m : Light grey, moderately strong fossiliferous LIMESTONE with C19
21 closed spaced fractures.
21.20 0-90 Degrees, induced 2.27
0% C20 64 57 57 fractures, undulating, rough,
0.7
horizontal bedding fractures 31.58
22 21.90 1.21
0% C21 67 17 17 6.8

... 22.50 - 23.10m : Light grey, weak CALCISILTITE with interbeded yellowish 22.50
0% brown, calcareous SILTSTONE. C22 83 67 50
23
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:35

... 23.10 - 23.45m : Light grey, weak fossiliferous LIMESTONE. 23.10 0-90 to 40-70 Degrees,
0% C23 100 90 90 induced fractures, undulating, 4.8
24.77
... 23.45 - 25.60m : Yellowish brown, very weak calcareous SILTSTONE, 23.60 rough, horizontal bedding 10
interbeded with off-white, moderately weak CALCARENITE, horizontal bedding. fractures 7.07
24 95 75 65 0.02
0% C24
1.27
RUS FORMATION

24.60
... 24.75 - 24.95m : Off-white, weak, porous CALCARENITE with lenses of
0% 25 CHERT. C25 95 45 45 7.7

25.60
26 1.14
... 26.05 - 26.80m : Light grey, weak CALCARENITE.
0% C26 70 23 23

27 ... 26.80 - 27.90m : Light grey, very weak clayey CALCILUTITE.

27.10 0-80 Degrees, induced 0.13
fractures, undulating, rough,
0% C27 80 60 50 horizontal bedding fractures

28 ... 27.90 - 32.10m : Light brown, very weak CALCISILTITE, with interbeded, light
grey, weak clayey CALCILUTITE. 28.10
0% C28 79 14 14 7.2
28.80
29 3.68 0.5
79 67 67 2613 48.36
0% C29
6.33
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 5 A4.16.3
 FUGRO PENINSULAR Borehole: MI-110
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 14.5 Bore Diameter (mm): 121 E 230090 mQNG N 405262 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.8 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.10 - 42.00m : Moderately weathered, buff, very weak CALCISILTITE with 30.00 0-90 Degrees, induced
interbeded, undifferentiated light grey to dark grey weak to very weak clayey fractures, undulating, smooth,
horizontal bedding fractures 8.1
CALCILUTITE with close to medium spaced fractures.(As previous sheet) 20.48
0% C30 90 53 53
31

31.50 0.02

32
0% ... 32.10 - 35.40m : Light greenish grey, very weak, soft clayey CALCILUTITE. C31 93 63 63 7.5 0.06

33 33.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:35

0% C32 80 80 80
33.50 13
1.23
94 94 94 0.04
0% 34 C33

34.40
RUS FORMATION

0-90 Degrees, induced

fractures, undulating, smooth,
0% C34 90 70 70 horizontal bedding fractures
35
0.17
... 35.40 - 42.00m : Moderately weathered, buff, to green, very weak to weak, 35.40
0% soft CALCISILTITE, with soft silt and loose sand layers, horizontal bedding. C35 83 33 25 0.04
36 36.00

22
0% C36 87 47 40 0.20
37
4.5
37.50
0.02
38
0% C37 93 33 33

39 39.00 0.02

C38 100 93 93 28
... 39.50 - 40.30m : Grey weak siltstone / CALCISILTITE, horizontal folactines. 87 1.28
0%
40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 5 A4.16.4
 FUGRO PENINSULAR Borehole: MI-110
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 27/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 14.5 Bore Diameter (mm): 121 E 230090 mQNG N 405262 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 1.8 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.10 - 42.00m : Moderately weathered, buff, very weak CALCISILTITE with 0-90 Degrees, induced 0.09 28
C38 100 93 93 fractures, horizontal bedding
0.42
interbeded, undifferentiated light grey to dark grey weak to very weak clayey
CALCILUTITE with close to medium spaced fractures.(As previous sheet) 40.50 fractures

41
0% C39 100 27 27
0.02
6.9
-40.20
42 42.00
42.00 - 50.00m : Highly weathered, brown, soft CLAY to very weak
CALCILUTITE. 0.02

0% C40 100 40 40
43
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:36

43.50 Non intact core

0% 44 C41 100 0 0 NI
RUS FORMATION

44.50 0-90 Degrees, horizontal

100 75 75 5 bedding fractures
0%
45 C42 25
1.00
45.30 0.02
Non intact core
0.02
0% 46 C43 100 7 7

46.80
47

0% C44 100 0 0 NI
48
48.30

0% C45 100 0 0
49
49.30 24
0% C46 100 0 0 2933
-48.20
50 Borehole Terminated at 50.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 5 of 5 A4.16.5
 FUGRO PENINSULAR Borehole: MI-111
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 03/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 15 Bore Diameter (mm): 121 E 230152 mQNG N 405283 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.28 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.00m : Medium dense, poorly graded, slightly silty SAND with shells. 0.00

B1
MARINE SAND

1 1.20
3,3/4,4,5,4 1.20
S2 1.65
N=17
0.28
2
2.00 - 4.00m : Soft, light grey, shelly, sandy, slightly gravelly SILT/CLAY.
1,0/0,0,0,0 2.20
S3 2.65
N=0
MARINE SILT

2.65 25
3 U4 3.15
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:39

2129
5,3/3,3,4,4 3.15
S5 3.60
N=14
-1.72
4
4.00 - 5.05m : Medium dense to dense, poorly graded silty/clayey, gravelly SAND 4.15
with angular to sub-angular limestone GRAVEL. S6 3,6/3,7,6,9
N=25 4.60

-2.77 4.90
5 S7 9,16/50,*,*,* Non intact core
5.05 - 9.45m : Highly weathered, light brown, 20% clast of moderately strong to 5.05
40% moderately weak fine grained LIMESTONE with 80% of matrix supported of light C1 N=50/150mm 92 31 23
WEATHERED SIMSIMA LIMESTONE

greenish grey very weak, soft attapulgite clay with close spaced fractures.
5.70
40% C2 100 0 0 NI
6
6.20
40% C3 91 18 0
6.75 0-80 Degrees
7 induced fractures, undulating,
40% ... 7.05 - 8.45m : LIMESTONE portion more competent and matrix material C4 100 48 38 rough
reduced to 20 to 30%, LIMESTONE contains vugs and voids filled with weak
attapulgite clay.
7.80 0.17
8 92 62 46 10.4
20% C5
8.45

20% 9 C6 75 25 15
-7.17
9.45
C7 87 38 25 8.3
20% 0.04
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.17.1
 FUGRO PENINSULAR Borehole: MI-111
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 03/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 15 Bore Diameter (mm): 121 E 230152 mQNG N 405283 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.28 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
9.45 - 15.25m : Moderately weathered, light brown to off-white, moderately 0-30 Degrees
strong fine grained LIMESTONE with pockets of light greenish grey clay with 10.25 induced fractures, undulating, 22
close to medium spaced fractures, up to 20-30% matrix; occasional Fe staining rough 0.03
of open surfaces.(As previous sheet) 100 73 73 ( As previous sheet )
20% C8 8.3
11
11.35
10% C9 80 20 20
12 11.85 0-20 Degrees
10% C10 83 17 17 induced fractures, undulating,
rough
12.45 0.33
SIMSIMA LIMESTONE

10% 13 C11 91 52 52
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:40

12
5.5 1.53
13.60
0.38
14
0% C12 93 40 33

15 -12.97
... 15.10 - 15.25m : Light grey, moderately strong dolomitic LIMESTONE. 15.10 0-20 Degrees
0% C13 100 50 50 induced fractures, undulating,
15.25 - 16.50m : Moderately weathered, yellowish brown, moderately weak to rough, open
moderately strong argillaceous LIMESTONE, with medium spaced fractures, 15.70
horizontal bedding apparent. 6.2
16
0% C14 100 80 80 0.25
56
-14.22
16.50 - 16.80m : Moderately weathered, yellowish brown, moderately weak to -14.52
weak calcareous CLAYSTONE (SHALE). 16.70 0-20 and 60 to 90 Degrees
17 induced fractures, undulating,
16.80 - 19.85m : Moderately to highly weathered, light grey moderately weak fine rough
grained LIMESTONE with pockets of light greenish grey weak attapulgite clay, 100 67 67
0% with close spaced fractures, horizontal bedding. C15
... 17.55 - 19.25m : Open vugs and voids up to 3cm. diameter, core penetrating
MIDRA SHALE

18 open.
0.29
18.20 7
0% C16 67 38 29
19
... 19.25 - 19.85m : Off-white, moderately weak fine grained LIMESTONE. 19.25 2.53
0% C17 67 25 25
-17.57
20 19.85

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.17.2
 FUGRO PENINSULAR Borehole: MI-111
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 03/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 15 Bore Diameter (mm): 121 E 230152 mQNG N 405283 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.28 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.85 - 21.15m : Moderately weathered, light grey, moderately strong dolomitic C18 90 70 70 12 0-70 Degrees
0% induced fractures, undulating,
LIMESTONE with light greenish grey well cemented attapulgite clay with close to C18 90 70 70 rough
medium spaced fractures.(As previous sheet)
12 ( As previous sheet ) 0.61
21 20.85
0% -18.87 C19 100 40 40
21.15 - 22.05m : Moderately weathered, off-white, moderately weak 1.46 8.9
CALCISILTITE with close spaced fractures. 21.35 0-20 to 70-90 Degrees 7.26
0% C20 86 21 21 induced fractures, undulating,
-19.77 rough
22 22.05 18.1 16
22.05 - 22.45m : Moderately weathered, off-white, moderately weak 4.64
0% CALCARENITE. -20.17 C21 86 71 71
22.45 - 35.00m : Moderately weathered, off-white, moderately weak to weak
CALCISILTITE with interbedded, undifferentiated light grey, very weak to weak 22.75
23 NI Non intact core
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:40

CALCILUTITE with close to medium spaced fractures.

0% ... 22.45 - 27.00m : Tan to brown, moderately weak, coralline LIMESTONE, C22 100 48 40 0-20 to 70-90 Degrees 15
horizontal foliations bedding. induced fractures, undulating, 5.32
rough
24 24.00 14
12.2 10.07
RUS FORMATION

0.25
0% C23 100 77 77
25

25.50 0-20 with occasional 60 to 90

Degrees, 0.34
26 small zones of non intact core,
0% C24 100 40 33 induced fractures, undulating, 0.02
smooth
0.71

27 27.00
0% C25 90 30 20 9.4
27.50 0.04

28 ... 27.90 - 28.30m : Off-white, weak CALCARENITE.

0% C26 90 70 70 0.80
... 28.30 - 28.55m : Off-white, very weak CALCISILTITE.
... 28.55 - 30.00m : Off-white, weak CALCARENITE.
29 29.00 0-20 with occasional 60 to 90
Degrees,
0% C27 100 80 80 7 induced fractures, undulating, 0.35
smooth
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.17.3
 FUGRO PENINSULAR Borehole: MI-111
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 03/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 15 Bore Diameter (mm): 121 E 230152 mQNG N 405283 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.28 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
22.45 - 35.00m : Moderately weathered, off-white, moderately weak to weak 30.00 0-20 with occasional 60 to 90 19
12 0.13
CALCISILTITE with interbedded, undifferentiated light grey, very weak to weak Degrees,
0% CALCILUTITE with close to medium spaced fractures.(As previous sheet) C28 100 80 80 induced fractures, undulating,
... 30.00 - 31.00m : Light greenish grey, very weak to weak CALCILUTITE. smooth
( As previous sheet )
31 31.00
... 31.00 - 32.70m : Off-white, very weak CALCISILTITE, with layers of silty Sand.
0% C29 100 70 70
0.02 23
0.34
RUS FORMATION

32 32.00

7 0.02
0% C30 96 56 48 0.02
... 32.70 - 34.15m : Off-white, weak CALCARENITE with horizontal interbedded 0.02
33 of light grey very weak CALCILUTITE.
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:40

33.25
0% C31 100 100 100
34 34.00
... 34.15 - 35.00m : Off-white, very weak, soft, clayey CALCISILTITE.
0% C32 100 20 20
-32.72
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.17.4
 FUGRO PENINSULAR Borehole: MI-112
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 12/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 0.7 Max (mbg): 15.2 Bore Diameter (mm): 121 E 230195 mQNG N 405297 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 2.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

MADE GROUND Geological

GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 1.00m : Off-white, poorly graded, fine to medium grain, gravelly, silty 0.00
SAND.
B1
1.59 1.00
1 S2 1.00
30%
1.00 - 3.50m : Medium dense, poorly graded, light brown, fine grain, silty SAND. 25,*/50,*,*,*
C1 N=50/0mm
1.50
30% C2
MARINE SAND

2 2.00
S3 2,2/3,4,4,5 19
N=16 2.45

3 3.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:47

S4 4,4/3,3,4,3
-0.91 N=13 3.45
RESIDUAL SOIL

3.50 - 4.25m : Dense, poorly graded, light brown, medium to coarse grain, silty
sandy limestone GRAVEL.
4 4.00
-1.66 S5 6,10/15,35,*,*
N=50/250mm 4.25 100 43 43 Non intact core
30% 4.25 - 11.55m : Moderately weathered, light brown, moderately weak, clast C3
dominated, matrix supported, crackled and mosaic, monimictic LIMESTONE, 4.60
30% while the matrix is representted by soft, off-white attapulgite clay (40-50% of C4 60 0 0
5 matrix material), with close spaced fractures to non intact core.
5.10
30% C5 78 0 0 NI
5.50
30% C6 90 0 0
WEATHERED SIMSIMA LIMESTONE

6 6.00
30% C7 100 50 0
6.40 0-70 Degrees, induced
30% C8 100 44 44 20 fractures, rough, undulating 3.10
7 6.85 Non intact core
30% C9 100 0 0 NI
7.35 3.4
0-80 Degrees, induced 4.91
fractures, rough, undulating
30% C10 100 30 30 6
8
8.35 Non intact core
30% C11 100 0 0 NI
9 8.90 0-70 Degrees, induced 1.9
fractures, rough, undulating 34.73
30% C12 100 22 22 10

9.80 100 8 0 NI Non intact core

10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 5 A4.18.1
 FUGRO PENINSULAR Borehole: MI-112
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 12/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 0.7 Max (mbg): 15.2 Bore Diameter (mm): 121 E 230195 mQNG N 405297 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 2.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
4.25 - 11.55m : Moderately weathered, light brown, moderately weak, clast C13 Non intact core
dominated, matrix supported, crackled and mosaic, monimictic LIMESTONE, ( As previous sheet )
30% 100 8 0
while the matrix is representted by soft, off-white attapulgite clay (40-50% of C13
matrix material), with close spaced fractures to non intact core.(As previous
sheet)
30% 11 C14 11.00 100 0 0 NI
11.20 100 0 0
30% -8.96 C15
11.55 - 13.75m : Tan to orange brown, weak to soft, silty, sandy LIMESTONE 11.55
0% matrix (60% matrix materials), supportly moderately weak to moderately strong C16 83 8 0
12 Limestone Gravel.
12.15 0-70 Degrees, induced
0% C17 100 38 38 0.02
fractures, rough, undulating
SIMSIMA LIMESTONE

12.55
0% C18 100 43 29 9.4
13
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:47

13.25 0.04
0% C19 100 40 40
-11.16
13.75 86 0 0 NI Non intact core
0% 14 13.75 - 15.00m : Moderately weathered, tan orange brown, weak to moderately C20
weak LIMESTONE. 14.10 0-90 to 40-60 Degrees,
0% C21 90 30 30 induced fractures, rough, 0.09
14.60 67 0 0 undulating
0% C22 4.13
-12.41 14.75 100 56 56 12.5
0% 15 C23 3.14
15.00 - 16.70m : Orange brown, soft SILTSTONE/CLAYSTONE (SHALE).
15.20 0.07
C24 90 50 50
MIDRA SHALE

0%
15.70 Non intact core
0% 16 C25 70 0 0
16.20 NI
0% C26 70 10 0
-14.11 6
16.70 - 19.60m : Moderately weathered, greenish tan LIMESTONE, interbedded 16.70 0-90 to 30-70 Degrees, 7.79
17 with siltstonerecovered as non intact core. induced fractures, rough,
undulating 0.17
0% C27 93 53 53
RUS FORMATION

10.4
18
18.20
100 50 50 0.27
0% C28 2.3
17.18
19
19.10 Non intact core
0% -17.01 C29 100 0 0 NI
... 19.60 - 19.90m : Moderately weathered, brown, weak SILTSTONE (SHALE),
19.80 93 73 73 8.5
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 5 A4.18.2
 FUGRO PENINSULAR Borehole: MI-112
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 12/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 0.7 Max (mbg): 15.2 Bore Diameter (mm): 121 E 230195 mQNG N 405297 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 2.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% very fracture. C30 0-90 Degrees, induced 0.74
... 19.90 - 21.05m : Moderately weathered, yellowish brown, moderately weak, C30 93 73 73 fractures, rough, undulating
calcareous CLAYSTONE (SHALE), with close spaced fractures. ( As previous sheet ) 1.13
20.55
19.60 - 50.00m : Moderately weathered, off-white, weak CALCISILTITE, with
0% 21 undifferenciated interbedded yellowish brown to dark grey, weak clayey C31 67 60 53 1.96
CALCILULITE, with close to spaced fractures.(As previous sheet)
... 21.05 - 21.10m : FAST PENETRATION (CAVITY) 21.30
... 21.10 - 21.40m : Moderately weathered, dark grey, moderately weak
84 21 11 8.5
0% LIMESTONE, with close to medium spaced fractures, horizontal bedding. planar. C32
22 ... 21.40 - 21.60m : Yellowish grey brown, very weak clayey CALCILUTITE.
1.49
... 22.25 - 22.40m : CLAYSTONE (SHALE) layer. 22.25
... 22.40 - 23.70m : Tan, moderately weak, LIMESTONE, fracture.
0% C33 100 18 18
23
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:47

23.35 Non intact core

0% C34 80 20 0 NI
24 23.85 0-90 Degrees, horizontal
0% ... 24.00 - 25.35m : Moderately weathered, orange, black and tan, interbedded C35 100 60 60 10 bedding fractures. 0.02
CLAYSTONE (SHALE), with staining. 24.35 Non intact core
RUS FORMATION

0% C36 80 0 0 NI
25 24.85 0-90 Degrees, horizontal
0% ... 24.95 - 25.95m : Dark grey becoming light brown, weak CALCILUTITE. C37 100 20 20 bedding fractures, undulating,
0.05

25.35 smooth
100 40 20 0.19
0% C38
26 25.85
0% C39 100 20 20
26.35 10.7
0% C40 100 20 20
27 26.85
0% C41 100 100 100 0.24
... 27.35 - 27.95m : Light grey, weak CALCISILTITE. 27.35
0% C42 80 80 80
0.08
28 27.85 Non intact core
0% C43 40 0 0 NI
28.35 0-80 Degrees, horizontal
0% ... 28.40 - 29.55m : Off-white, weak CALCARENITE. C44 60 20 20 bedding fractures, undulating,
smooth 0.07
29 28.85
0% C45 80 40 20 8.8
29.35
0% C46 60 30 20
16
30 29.85

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 5 A4.18.3
 FUGRO PENINSULAR Borehole: MI-112
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 12/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 0.7 Max (mbg): 15.2 Bore Diameter (mm): 121 E 230195 mQNG N 405297 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 2.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
... 29.80 - 30.50m : Off-white, moderately strong, LIMESTONE/Calcisiltite. C47 94 71 71 0-80 Degrees, horizontal 8.59
0% 19.60 - 50.00m : Moderately weathered, off-white, weak CALCISILTITE, with C47 94 71 71 bedding fractures, undulating, 9.2
623 7.38
undifferenciated interbedded yellowish brown to dark grey, weak clayey 8.8 smooth
CALCILULITE, with close to spaced fractures.(As previous sheet) 30.70 ( As previous sheet ) 0.02
0% 31 C48 100 40 40
31.20 Non intact core
0% C49 60 20 0 NI
31.70 0-90 Degrees, horizontal
0% 32 C50 100 60 60 bedding fractures, undulating,
32.20 smooth
64
... 32.40 - 33.80m : Light greenish grey brown, very weak clayey CALCILUTITE., 7.4 0.21
with horizontal Folactins joints, clay bedding plane Folactins.
0% C51 100 57 57 20
33
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:48

0.59

33.60 Non intact core

0% C52 70 10 0
34
34.10
0% C53 70 0 0
RUS FORMATION

... 34.60 - 35.10m : Dark grey CALCISILTITE. 34.60

0% C54 60 36 36
35
... 35.10 - 38.00m : Off-white / tan, very weak to weak, silt with LIMESTON, 35.10
0% C55 60 0 0
recovered mostly as non intact core.
35.60 NI
0% C56 40 0 0
36
36.10
0% C57 60 30 30
36.60
0% C58 50 10 0
37
37.10
0% C59 50 0 0
37.60 0-90 Degrees, horizontal
0% 38 C60 86 86 86 bedding fractures, undulating, 27
... 38.00 - 46.00m : Dark brown to light brown, weak to very weak, very sandy 5.8 smooth 0.84
CALCISILTITE, recovered mostly as non intact core. 38.30
0% C61 60 30 30
38.80 Non intact core
0% 39 C62 70 10 0
39.30 NI
0% C63 60 10 0
39.80 60 10 0
40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 5 A4.18.4
 FUGRO PENINSULAR Borehole: MI-112
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 12/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 0.7 Max (mbg): 15.2 Bore Diameter (mm): 121 E 230195 mQNG N 405297 mQNG
Fluid Flush: Water & Guargum Driller: Florante Jacla Core Diameter (mm): 83 Elevation: 2.59 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 19.60 - 50.00m : Moderately weathered, off-white, weak CALCISILTITE, with C64 Non intact core
undifferenciated interbedded yellowish brown to dark grey, weak clayey C64 40.30 ( As previous sheet )
0% CALCILULITE, with close to spaced fractures.(As previous sheet) C65 50 10 0
40.80
0% 41 C66 50 0 0
41.30 0.31
0% C67 60 20 20
41.80
0% 42 C68 50 10 0
42.30
0% C69 60 10 0
42.80 NI
0% 43 C70 60 20 20
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:48

43.30
0% C71 50 0 0
43.80
0% 44 C72 40 0 0
44.30
RUS FORMATION

0% C73 40 0 0
44.80
0% 45 C74 40 0 0
45.30
0% C75 40 0 0
45.80 0-90 Degrees, horizontal
0% 46 C76 60 40 40 bedding fractures
... 46.00 - 47.00m : Grey, weak CLAYSTONE (SHALE).
46.30 4
0% C77 70 60 60
46.80 Non intact core
0% 47 C78 60 0 0
... 47.00 - 50.00m : Dark brown to brownishing grey, weak to soft SILT to silty
LIMESTONE, mostly non intact. (soil like material). 47.30
0% C79 60 10 0
47.80 NI
0% 48 C80 60 10 0
48.30
0% C81 70 30 0
48.80 0-90 Degrees, horizontal
0% 49 C82 100 40 40 bedding fractures
49.30 10
0% C83 100 43 43
-47.41
50 Borehole Terminated at 50.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted with 3 PVC left in place Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 5 of 5 A4.18.5
 FUGRO PENINSULAR Borehole: MI-113
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 21/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.5 Max (mbg): 14.4 Bore Diameter (mm): 121 E 230048 mQNG N 405165 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.2 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00 - 2.20m : Medium dense, light brown, poorly graded, 0.00
slightly gravelly, slightly silty/clayey, fine to medium grain
SAND. B1
MARINE SAND

1
2,2/3,4,3,4 1.20
S2 N=14

2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:34:19

0.00
2.20 - 2.65m : Dark greyish,loose, poorly graded, slightly shelly, 2,1/1,1,1,1 2.20
very silty/clayey, fine to medium grain SAND. -0.45
S3 N=4
2.65
2.65 - 4.55m : Light greyish, firm, shelly, slightly sandy,
3 11
SILT/CLAY, with medium plasticity. U4
MARINE SILT

25 35

2,3/2,1,3,2 3.55
S5 N=8
4
-2.35
4.55 - 5.40m : Stiff, light greenish, sandy, very gravelly 2,2/4,5,6,6 4.55
SILT/CLAY, with medium to high plasticity.
S6 N=21
5 Gravel
-3.20 S7 9,12/19,31,*,* 5.15
5.40 - 13.60m : Tan to brown, moderately weak LIMESTONE N=50/100mm 5.40 Non intact core
40% C1 80 0 0
clasts in a highly weathered, green/grey attapulgite
6 clay/siltstone matrix (60 - 70% matrix), very close to closely 5.90
100 20 0 NI
WEATHERED SIMSIMA LIMESTONE

40% spaced fractures. C2

... 5.40 - 10.85m : Mostly recovered as non intact core. 6.40
40% C3 92 31 23
7 20 0-90 Degrees 1.27
7.05 induced fractures,
undulating, rough
40% C4 91 0 0 Non intact core

8 NI
8.15
30% C5 86 0 0

9 8.85 2.7
0-90 Degrees 5.39
induced fractures,
30% C6 100 45 18 7.3 undulating, rough

10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.19.1
 FUGRO PENINSULAR Borehole: MI-113
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 21/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.5 Max (mbg): 14.4 Bore Diameter (mm): 121 E 230048 mQNG N 405165 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.2 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
5.40 - 13.60m : Tan to brown, moderately weak LIMESTONE 9.95 100 40 40 NI Non intact core
3.16
30% clasts in a highly weathered, green/grey attapulgite C7 100 40 40 0-90 Degrees
clay/siltstone matrix (60 - 70% matrix), very close to closely induced fractures,
WEATHERED SIMSIMA LIMESTONE

spaced fractures.(As previous sheet) undulating, smooth and

10.80
11 9 rough
0.68
12

30% C8 100 39 29

12 NI Non intact core

Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:34:19

0-45 Degrees 1.94

12.20
11.2 induced fractures,
undulating, smooth
10% C9 96 41 18
13 Non intact core
NI
-11.40 13.45 0-10, 45-90 Degrees
13.60 - 15.30m : Slightly weathered, tan/brown, moderately induced fractures, Gravel
SIMSIMA LIMESTONE

weak to moderately strong LIMESTONE, with pockets/zone of 11.4 undulating, smooth and
10% 14 C10 100 56 38 rough
hard attapulgite clay/ weak calcisiltitematrix (10 - 20%), closely
spaced fractures.
Non intact core
14.65
NI
15
10% -13.10 C11 96 8 0
15.30 - 18.60m : Moderately weathered, interbedded, orange
20 0-10 Degrees 0.11
brown, weak CLAYSTONE (SHALE) with horizontal bedding, NI induced fractures,
undulating, rough
with moderate weak to weak CALCISILTITE and moderately 15.80 20 Non intact core
0.74
16 weak LIMESTONE.
10% C12 93 13 13 NI 0-10 Degrees
induced fractures, 7
MIDRA SHALE

16.55 undulating, rough 15.95

95 54 54 13.8 Non intact core
10% 17 C13
0-10 Degrees
NI induced fractures,
17.40 undulating, rough
0.07
Non intact core Bentonite Pellet
10% C14 100 45 39
18 0-10, 60-90 Degrees
10 induced fractures,
-16.40 18.40 undulating, smooth and
100 83 42 rough
0% 18.60 - 30.00m : Moderately weathered, light brown to light C15
RUS FORMATION

19 grey, moderately weak to weak, calcareous CALCISILTITE, 1.57 Gravel

with undiferentiated, interbedded, yellowish brown becoming 19.00 Non intact core
dark greenish grey, weak CALCILUTITE, and CALCARENITE
89 13 8 NI
and LIMESTONE, with close to medium spaced fractures. C16
0% ... 18.70 - 20.10m : Highly weathered, weak, CALCISILTITE,
13.3
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.19.2
 FUGRO PENINSULAR Borehole: MI-113
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 21/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.5 Max (mbg): 14.4 Bore Diameter (mm): 121 E 230048 mQNG N 405165 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.2 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
recovered as non intact core. 0-45 Degrees 0.66
C16 89 13 8 induced fractures,
18.60 - 30.00m : Moderately weathered, light brown to light
grey, moderately weak to weak, calcareous CALCISILTITE, 20.50 undulating, rough
with undiferentiated, interbedded, yellowish brown becoming ( As previous sheet )
21 dark greenish grey, weak CALCILUTITE, and CALCARENITE 0.6
and LIMESTONE, with close to medium spaced fractures.(As 0-60 Degrees 22.83
0% previous sheet) C17 93 42 21 induced fractures,
... 20.10 - 21.35m : Moderately weathered, grey, weak to undulating, rough
moderately strong, highly porous LIMESTONE, with open
22 voids, with carbonate reprecipitation. 9.5 Gravel
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:34:20

... 21.35 - 22.00m : Mottled off-white, very weak, calcareous 22.00 0.89
CALCISILTITE. 20
... 22.00 - 22.40m : Weak CALCARENITE, with close spaced 0.49
0% fractures. C18 97 60 37
23 ... 22.40 - 22.80m : Moderately weathered, greenish grey, very
weak, CALCILUTITE. Non intact core
... 22.80 - 24.30m : Moderately weathered, pale yellow to light NI
grey, very weak, siliceous CALCARENITE, with close to 23.50 16
medium spaced fractures. 0-10, 60-90 Degrees 2.12
induced fractures,
24 undulating, rough
0% C19 96 35 18
... 24.30 - 25.30m : Moderately weathered, grey, very weak,
RUS FORMATION

CALCILUTITE. 8.2
25 25.00 0.08 21
1.06
... 25.30 - 29.20m : Moderately weathered, mottled off-white to
0% grey, very weak to weak, fine grained CALCARENITE, with C20 100 48 34
close to medium spaced fractures. Non intact core
26 NI
... 26.25 - 26.70m : Beds of calcareous hard CLAY, horizontal 26.25 0-45, 60-90 Degrees 0.54
bedding interbedded with grey/tan CALCISILTITE. induced fractures,
undulating, smooth and
0% 27 C21 100 22 11 rough Slotted Pipe
8
... 27.45 - 28.50m : Centrimeter beds of calcareous CLAY.
27.70
28
0% C22 100 35 13
0-10, 45-90 Degrees 0.09
induced fractures,
... 28.50 - 29.00m : Grey, moderately weak CALCARENITE.
undulating, smooth and
28.80 rough
0% 29 C23 100 18 0 8
... 29.20 - 29.80m : Moderately weathered, very weak 29.30 0.35
CALCISILTITE/ chalky LIMESTONE. 100 50 14
0% C24
-27.80
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.19.3
 FUGRO PENINSULAR Borehole: MI-113
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 21/04/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 6.5 Max (mbg): 14.4 Bore Diameter (mm): 121 E 230048 mQNG N 405165 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.2 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
... 29.80 - 30.00m : Dark grey, very weak CALCILUTITE. 0.06

Borehole Terminated at 30.00m Depth

31

32
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:34:20

33

34

35

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.19.4
 FUGRO PENINSULAR Borehole: MI-114
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 14/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 16.2 Bore Diameter (mm): 121 E 230000 mQNG N 405372 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.76 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0.00
MADE GROUND

0.00 - 1.20m : Off-white, poorly graded, fine to medium grain,

slightly silty/clayey, gravelly, SAND.
B1
1 1.56
1.20 - 3.00m : Medium dense, light brown, poorly graded, very 2,4/5,13,10,9 1.20 6.1
silty/clayey, gravelly SAND.
S2 N=37

2
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:29:18

5,5/4,5,3,4 2.20 19.4

S3 N=16
-0.24
MARINE SILT

3
3.00 - 4.00m : Light brown, soft, slightly sandy, slightly gravelly
SILT/CLAY 3,4/3,3,3,4 3.20 30.4
S4 N=13 24
33
-1.24
4
4.00 - 5.55m : Medium dense, off-white, well graded, sandy,
course grain, angular to sub-angular limestone GRAVEL. 5,4/6,4,5,6 4.20 25
S5 N=21 99 227

5 Gravel
6,10/10,10,30,* 5.20
-2.79 S6
N=50/350mm 5.55 Non intact core
40% 5.55 - 14.75m : Highly weathered, off-white to light greenish C1 78 0 0
grey, moderately weak to moderately strong, fine grained
6 LIMESTONE, sometimes in a matrix of attapulgite clay (40% 6.00 100 0 0
40% C2
matrix moderately weathered), but generally non intact (very 6.30 NI
close), closely spaced joints.
100 0 0
WEATHERED SIMSIMA LIMESTONE

40% C3
7 7.00
20-70 Degrees
40% C4 100 27 27 induced fractures,
undulating, rough
7.75 2.67
8 6.1
20% C5 85 40 40
0.89

8.75 100 29 29
20% 9 C6 0-70 Degrees
9.10 induced fractures, 0.15

100 33 33 6.4 undulating, rough

20% C7
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.20.1
 FUGRO PENINSULAR Borehole: MI-114
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 14/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 16.2 Bore Diameter (mm): 121 E 230000 mQNG N 405372 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.76 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
5.55 - 14.75m : Highly weathered, off-white to light greenish 10.00 20-70 Degrees
grey, moderately weak to moderately strong, fine grained induced fractures,
undulating, rough 5.3
LIMESTONE, sometimes in a matrix of attapulgite clay (40% 7.85
10% matrix moderately weathered), but generally non intact (very C8 100 41 41
11 close), closely spaced joints.(As previous sheet)
11.4
11.45
C9 100 27 13
WEATHERED SIMSIMA LIMESTONE

10%
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:29:19

12.20 10-80 Degrees

induced fractures,
undulating, rough 0.08
0% C10 100 29 17 10
13
13.40 Non intact core
0% C11 100 0 0 NI Gravel
14
14.10 0-80 Degrees
induced fractures,
0% -11.99 C12 100 19 19 undulating, rough
14.75 - 16.00m : Moderately weathered, light brown, strong fine 3.27
15 grained LIMESTONE, with close spaced fractures, Fe staining 14.7
on fractures. 15.15
0% C13 94 59 59 1.67
-13.24
16 16.00 0-90 Degrees
16.00 - 19.50m : Slightly weathered, yellowish brown, 17
moderately weak, calcareous CLAYSTONE (SHALE), with induced fractures, 3.21
0% medium spaced fractures, horizontal bedding. C14 85 75 75 undulating, rough

17 0.07
17.00
28
MIDRA SHALE

90 80 80 2.80
0% C15
5.4 0.21 Bentonite Pellet
18 18.00
17
0.81
93 50 47 0.06
0% C16
19 0.02
Gravel
... 19.20 - 19.50m : Off-white, weak, fine grained LIMESTONE.-16.74
... 19.50 - 21.40m : Clayey/silt matrix supported limestone 19.50 Non intact core
C17 70 10 10 NI
GRAVEL.
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.20.2
 FUGRO PENINSULAR Borehole: MI-114
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 14/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.8 Max (mbg): 16.2 Bore Diameter (mm): 121 E 230000 mQNG N 405372 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.76 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties Standpipe Installation

Geological
GraphicDepth Sample Sample/ Test Type &
Strata Description Silt

Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit Diagram Details
(m) (m) % Gravel
(m) (MPa) (MPa) (MPa) (m/sec)0 50 100 Liquid Limit
0% 19.50 - 30.00m : Moderately weathered, light brown, weak Non intact core
C17 70 10 10 NI ( As previous sheet )
calcareous CALCISILTITE, with interbedded, undifferentiated
light yellowish brown to grey weak CALCILUTITE, with dark 20.50 0-80 Degrees
grey CALCARENITE, with close to medium spaced induced fractures,
0% 21 fractures.(As previous sheet) C18 94 44 33 undulating, smooth
9
21.40
0% C19 100 46 31 0.83
22 Gravel
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOGS + COMPLETE LAB + STANDPIPE, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:29:20

22.05 0-85 Degrees

induced fractures, 5.08
undulating, smooth
0% C20 68 16 16
23
... 23.00 - 23.30m : LIght yellowish brown, weak,
0.05
CALCILUTITE. 23.30
7.8
0.45
0% C21 91 36 27
24 2.12

24.40
RUS FORMATION

0% C22 92 67 67
25 25.00 0-90 Degrees 1.77
... 25.00 - 25.10m : Gypsum in CALCISILTITE. 13
induced fractures, 10.02
0% C23 80 40 30 undulating, smooth

26 26.00 18
0.44
0% C24 78 39 35
0.94
27 ... 26.90 - 27.10m : Light grey, very weak clayey Slotted Pipe
CALCILUTITE. 27.15
0% C25 82 47 41 7.6 0.02

28 28.00

0% ... 28.40 - 29.00m : Light grey, medium weak porous C26 100 64 45 15.03
6
LIMESTONE.
3.12
29
... 29.00 - 30.00m : Light tan CALCISILTITE. 29.10
4
0% C27 100 78 61 47.19
1.07
-27.24
30 Borehole Terminated at 30.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole completed as groundwater observation well Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.20.3
 FUGRO PENINSULAR Borehole: MI-115
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 17/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.85 Max (mbg): 14.05 Bore Diameter (mm): 121 E 230493 mQNG N 405442 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

MADE GROUND Geological

GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 1.00m : LIght brown, well graded, silty/claye/ very sandy GRAVEL. 0.00
4.3
B1
1.90 1.00
1 1.00
1.00 - 2.50m : Light brown,hard, sandy, slightly gravelly SILT/CLAY. S2 2,5/6,8,8,9 12.5
N=31 1.45
MARINE SILT

2 2.00
S3 5,8/8,9,8,11 13.5
0.40 N=36 2.45 16 24
2.50 - 3.00m : Light brown, hard, slightly sandy, gravelly SILT/CLAY 23.2
-0.10 S4 5,11/50,*,*,* 2.80
3 3.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:52

3.00 - 7.00m : Moderately weathered, light grey, moderately weak to weak Non intact core 27 41
40% C1 N=50/200mm 50 0 0 NI
dolomitic LIMESTONE, with pockets of light grey attapulgite clay, with medium to
close spaced fractures. 3.50 0-10 Degrees, induced
40% ... 3.00 - 4.00m : 80% Sandy silt matrix, moderately strong. C2 80 30 0 fractures, undulating, rough,
4 5.9
... 4.00 - 6.50m : Moderately weathered, approximately 20% silt, dark grey 4.00 8.84
dolomitic LIMESTONE, generally inclusions.
40% C3 100 83 83
0.08
5 0.13
5.20 6.9
WEATHERED SIMSIMA LIMESTONE

40% C4 100 92 92
6
0.87
6.50
-4.10
40% 7 C5 91 41 41 0-45 Degrees, induced
7.00 - 14.40m : Moderately weathered, light greenish brown, moderately weak to
weak, fine grained LIMESTONE, with pockets of light greenish grey attapulgite fractures, undulating, rough
clay, with close to spaced medium spaced fractures.
7.60
5.3
8 91 32 32
40% C6
0.02
8.70 0-70 Degrees, induced
9 fractures, undulating, rough
40% ... 9.05 - 14.40m : Tan to greenish grey, moderately weak to moderately strong C7 100 45 45
LIMESTONE, gravel in matrix, sandy silt (60-80%), irregular fractures, no app 9.2 0.19
12
fracture surfaces.
C8 9.70 80 30 0
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 4 A4.21.1
 FUGRO PENINSULAR Borehole: MI-115
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 17/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.85 Max (mbg): 14.05 Bore Diameter (mm): 121 E 230493 mQNG N 405442 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
40% 7.00 - 14.40m : Moderately weathered, light greenish brown, moderately weak to 0-70 Degrees, induced
weak, fine grained LIMESTONE, with pockets of light greenish grey attapulgite 10.20 fractures, undulating, rough
clay, with close to spaced medium spaced fractures.(As previous sheet) ( As previous sheet )
96 25 25 0-70 Degrees, induced
20% C9 fractures, undulating, rough 3.42
WEATHERED SIMSIMA LIMESTONE

11 ( As previous sheet )
9.2
11.40 12.6 0.05
12.6
20% C10 55 25 25
12
12.40 Non intact core
20% C11 60 0 0 NI
13 12.90 0-70 Degrees, induced
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:52

fractures, undulating, rough 8

100 42 42 2.68
20% C12
18.2
14 0.25
14.10
-11.50
14.40 - 16.65m : Slightly weathered, off-white, moderately weak to moderately
strong dolomitic LIMESTONE, occasional zones of attapulgite clay, closely 0-10 Degrees with
20% C13 97 73 73 6.9
SIMSIMA LIMESTONE

spaced joints. occassionally 60 - 90 silt infill, 623 4.24

15 induced fractures, undulating,
rough 0.14
15.60 2.4
10% C14 75 25 25
16 16.00 3.2
23.95
-13.75 0.54
10% 16.65 - 18.50m : Slightly weathered, light yellowish brown, moderately weak to C15 90 83 83 0 - 10 Degrees, horizontal
17 weak, calcareous CLAYSTONE (SHALE), with wide to medium spaced fractures, bedding, planar, iron stringers
MIDRA SHALE

occasional honzontal bonding visible. 19

183 4.44
17.50
1.9 0.84 20
2.65
18 76 72 72
10% C16 14
-15.60 5.92
18.50 - 35.00m : Moderately weathered, off-white, weak, calcareous 1.02
RUS FORMATION

CALCISILTITE, with undifferentiated, interbedded yellowish brown to dark grey 18.75 0 -10 with 45-90 Degrees,
19 clayey CALCILUTITE, with medium to very closely spaced fractures. induced fractures, undulating,
0% C17 100 45 30 smooth
... 19.30 - 19.55m : Yellowish brown, weak CALCILUTITE.
8.6 0.06
15
C18 19.75 100 50 40 5.93
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 4 A4.21.2
 FUGRO PENINSULAR Borehole: MI-115
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 17/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.85 Max (mbg): 14.05 Bore Diameter (mm): 121 E 230493 mQNG N 405442 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
18.50 - 35.00m : Moderately weathered, off-white, weak, calcareous 0 -10 with 45-90 Degrees,
0% 100 50 40 induced fractures, undulating,
CALCISILTITE, with undifferentiated, interbedded yellowish brown to dark grey C18 smooth
clayey CALCILUTITE, with medium to very closely spaced fractures.(As previous 0.06
sheet) ( As previous sheet )
20.75
21 8.6
... 21.00 - 21.35m : Vertical andulating fracture,s Festained surface.
... 21.05 - 21.75m : Off-white, weak CALCARENITE.
0% ... 21.35 - 21.75m : Non intact core. C19 100 40 40
0.61
22 15
8.01
22.25 0-10 Degrees, induced
fractures, undulating, smooth

0% 23 C20 100 87 87
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:52

... 23.10 - 23.25m : Fracture zone, non intact. 12

10.45

23.75 8.3
24 ... 23.80 - 24.00m : Yellowish brown, weak CALCILUTITE.

C21 100 47 47
RUS FORMATION

0%

25
0.77
25.25 45-90 Degrees, induced
... 25.35 - 25.55m : Off-white, weak CALCARENITE. fractures, undulating, smooth
0% C22 91 45 45
26
... 26.00 - 26.35m : Very weak Calcisiltite, with Limestone GRAVEL.
26.35

0% C23 65 20 10 10.6
27
27.35

0% C24 100 50 50
28 0.07

28.35 30-70 Degrees, induced

fractures, undulating, smooth
0% 29 C25 83 26 26
8.4
29.50 0.06
0% C26 100 70 70
30

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 4 A4.21.3
 FUGRO PENINSULAR Borehole: MI-115
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 17/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 1.85 Max (mbg): 14.05 Bore Diameter (mm): 121 E 230493 mQNG N 405442 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.9 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
18.50 - 35.00m : Moderately weathered, off-white, weak, calcareous 30.00 30-70 Degrees, induced
CALCISILTITE, with undifferentiated, interbedded yellowish brown to dark grey fractures, undulating, smooth
0% clayey CALCILUTITE, with medium to very closely spaced fractures.(As previous C27 75 50 50 ( As previous sheet )
sheet)
31 ... 30.00 - 32.00m : Tan to grey, occasionally very weak CALCISILTITE.
31.00 8.4 11
10.66
1.10
0% C28 100 69 69
RUS FORMATION

32
... 32.30 - 33.00m : silty/clayey matrix, material , very weak CALCISILTITE . 32.30 33.3 0-65 Degrees, induced
0% C29 93 53 33 fractures, undulating, smooth
Non intact core
33
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:53

33.05 NI
0% C30 93 13 13

... 33.80 - 35.00m : Dark grey CALCILUTITE, with near horizontal bedding, 33.80 0 - 20 Degrees, bedding plane 33
34 1.30
occasional very thin Limestone interbeds. fractures.
0% C31 100 100 100 4.2
15
-32.10 2.81
35
Borehole Terminated at 35.00m Depth

36

37

38

39

40

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 4 of 4 A4.21.4
 FUGRO PENINSULAR Borehole: MI-125
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 9.7 Max (mbg): 15.03 Bore Diameter (mm): 121 E 229915 mQNG N 405565 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.6 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

MADE GROUND Geological

GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 1.00m : Light brown, poorly graded, very silty/clayey, medium grain SAND 0.00
and GRAVEL..
B1 7.2
1.60 1.00
1 1.00
1.00 - 2.75m : Medium dense, off light brown, poorly graded, slightly silty/clayey, S2 4,5/5,5,6,6
gravelly SAND. N=22 1.45
MARINE SAND

2 2.00
S3 3,3/4,3,3,2 18.7
N=12 2.45
-0.15
2.75 - 3.40m : Dense, dark grey, well-graded, sandy, limestone GRAVEL.
3 3.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:56

S4 3,6/8,9,11,22
-0.80 3.40
20% C1 N=50/250mm 3.40 100 50 50 0-40 Degrees, induced
3.40 - 5.20m : Slightly weathered, light grey becoming light brown, moderately
strong, fine grained dolomitic LIMESTONE, with wide spaced fractures. 3.60 fractures, undulating, rough, 0.8
100 83 83 40.02
0%
4 C2 generally 0-20 with 60-90
crossjoints
4.20

0% C3 100 100 100

5 -2.60 2.38
5.20 - 14.50m : Slightly to moderately weathered, light brown, strong to 5.20
0% C4 90 70 70
moderately strong, fine grained LIMESTONE, with pockets of well cemented light
greenish grey attapulgite clay, with medium to close spaced fractures. 5.70 0.8
6.3 9888 42.17
6
SIMSIMA LIMESTONE

0% C5 100 100 100

0.8
7 6.95 51.46

3.45
0% C6 96 93 93
8
8.35 0 - 90 Degrees, cross joint,
induced fractures, undulating,
0% C7 95 79 79 rough, iron straining on
9 fracture surface
11 2.94
9.30
0% C8 92 75 75
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.22.1
 FUGRO PENINSULAR Borehole: MI-125
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 9.7 Max (mbg): 15.03 Bore Diameter (mm): 121 E 229915 mQNG N 405565 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.6 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
5.20 - 14.50m : Slightly to moderately weathered, light brown, strong to C9 9.90 100 61 61 0 - 90 Degrees, cross joint,
moderately strong, fine grained LIMESTONE, with pockets of well cemented light induced fractures, undulating,
greenish grey attapulgite clay, with medium to close spaced fractures.(As rough, iron straining on
0% C9 100 61 61 fracture surface
previous sheet)
( As previous sheet )
11
11.30
11
100 57 57
SIMSIMA LIMESTONE

0% C10
12 2.2
12.00 59.23

0% C11 100 40 20
1.29
13 13.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:56

Generally 0 to 20, occasional 2.25

60 to 90 staining, 0 to 90
Degrees, induced fractures,
0% C12 96 61 61 12.7 undulating, rough
14
-11.90 14.40
14.50 - 16.90m : Moderately weathered, yellowish brown, moderately weak to Generally 0 to 20, occasional 0.10
weak, calcareous CLAYSTONE (SHALE), interbedded with moderately weak to 60 to 90 staining, 0 to 45 0.13
15 moderately strong off-white to buff LIMESTONE, with medium to close spaced Degrees, induced fractures,
0% C13 100 87 87 undulating, rough 374 2.15
21
fractures.

10
MIDRA SHALE

16 15.90
0.44
0% C14 100 64 64
-14.30
17 16.90 - 17.70m : Moderately weathered, off-white, moderately weak, fine grained 17.00 Non intact core
LIMESTONE, recovered as non intact core. 50 14 0 NI
0% C15
-15.10
17.70 Generally 0 to 20, occasional
17.70 - 30.00m : Moderately weathered, light brown, moderately weak to weak, 12.5
18 calcareous CALCISILTITE, with undifferentiated, interbedded, yellowish brown 60 to 90 staining, 0 to 90
0% becoming dark greenish grey, weak CALCILUTITE, with close to medium spaced C16 57 26 26 Degrees, induced fractures,
RUS FORMATION

fractures, many areas appear that soft matrix was removed during drilling. NI undulating, rough
Non intact core
18.85 Generally 0 to 20, occasional
0% 19 C17 100 60 40 12.5 5.33
60 to 90 staining, 0 to 90
19.35 Degrees, induced fractures,
C18 100 38 38 NI undulating, rough
Non intact core
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.22.2
 FUGRO PENINSULAR Borehole: MI-125
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 10/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 9.7 Max (mbg): 15.03 Bore Diameter (mm): 121 E 229915 mQNG N 405565 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.6 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0% 17.70 - 30.00m : Moderately weathered, light brown, moderately weak to weak, Generally 0 to 20, occasional
calcareous CALCISILTITE, with undifferentiated, interbedded, yellowish brown C18 100 38 38 60 to 90 Degrees staining, 0.32
becoming dark greenish grey, weak CALCILUTITE, with close to medium spaced induced fractures, undulating,
20.55 rough
fractures, many areas appear that soft matrix was removed during drilling.(As
previous sheet) 1.07
21
... 21.00 - 21.85m : Porous tan moderately weak LIMESTONE.
0% C19 90 59 59 0.16

11.2
22 22.00
... 22.20 - 22.60m : Light brown, weak, porous CALCARENITE.
0% C20 96 71 71
23
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:21:57

0.22
23.40 Generally 0 to 20, occasional
60 to 90 Degrees staining,
induced fractures, undulating,
24 83 27 27 rough
0% C21
RUS FORMATION

25 24.90

0% C22 83 50 50
11.3
0.10
26
26.10
0.28
0% C23 100 78 78
3.20
27 27.00

0% C24 90 40 40

28 28.00 Non intact core

0% C25 45 5 0 NI

29 29.00 Generally 0 to 20, occasional 0.05

0% C26 90 90 90 60 to 90 Degrees staining,
29.50 9 induced fractures, undulating,
0% C27 90 90 90 rough
-27.40
30 Borehole Terminated at 30.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.22.3
 FUGRO PENINSULAR Borehole: MI-126
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 07/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8.05 Max (mbg): 12 Bore Diameter (mm): 121 E 229848 mQNG N 405846 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.61 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
0.00 - 2.25m : Light brown, well graded, silty/clayey, very sandy GRAVEL. 0.00

B1
MADE GROUND

1.00
1 1.00
S2 3,7/13,37,*,*
... 1.25 - 2.25m : Light grey, recovered as gravel to boulders size of N=50/250mm 1.25
70 20 20 NI Non intact core
60%
LIMESTONE. C1 0 to 45 Degrees, induced
1.75 8.2 fractures, undulating, rough
60% 2 C2 60 40 20
0.36
MARINE SAND

2.25 - 3.20m : Light brown, slightly gravelly, slightly sandy SILT/CLAY. 2,3/3,3,2,2 2.25 20
S3 2.70
N=10 66 139
3 -0.59 3.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:22:00

S4 8,8/50,*,*,*
3.20 - 7.60m : Moderately weathered, light greenish grey, moderately weak to 3.20 0 to10, 60 to 90 Degrees, 2.72
40% C3 N=50/200mm 100 20 20 induced fractures, undulating,
moderately strong, fine grained dolomitize LIMESTONE, with close to medium
spaced fractures. 3.70 rough
40% 4 C4 100 15 15
10.7
4.35

40% C5 100 50 30
5
5.35 0 -10 -20 -60 to 90 Degrees,
induced fractures, undulating, 22.20
100 29 29 rough, fracture surface and
C6
SIMSIMA LIMESTONE

40% 6 open, occasional silt infill.

6.55
7
20% C7 100 15 15 0.17
-4.99 12
7.60 - 15.45m : Moderately weathered, light brown, medium strong to moderately
20% 8 weak LIMESTONE, with pockets of light greenish grey attapulgite clay, with close C8 7.90 100 50 0
to medium spaced fractures. 8.10

20% C9 100 47 47 29.91

0.17
9

9.60 Non intact core

... 9.60 - 11.00m : More than 40% silt matrix material, soft to weak, sandy SILT C10 100 20 0 NI
10

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 3 A4.23.1
 FUGRO PENINSULAR Borehole: MI-126
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 07/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8.05 Max (mbg): 12 Bore Diameter (mm): 121 E 229848 mQNG N 405846 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.61 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
20% matrix. Non intact core
7.60 - 15.45m : Moderately weathered, light brown, medium strong to moderately C10 100 20 0 NI ( As previous sheet )
weak LIMESTONE, with pockets of light greenish grey attapulgite clay, with close
to medium spaced fractures.(As previous sheet) 10.60 0 - 80 Degrees, induced
fractures, undulating, rough
20% 11 C11 100 80 80

11.60
28.83
12 10.5 1.50x10-5
SIMSIMA LIMESTONE

20% C12 96 64 64
1.04
13 13.00
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:22:00

... 13.00 - 15.45m : Light brown to tan, moderately strong, LIMESTONE, very
20% closely spaced horizontal joints with moderately close vertical joints. C13 100 91 55 25.29

13.55 0 - 90 Degrees, induced

fractures, undulating, rough
20% 14 C14 100 65 65
13.2
14.55
3.12
20% 15 C15 94 83 83
-12.84 2.61
15.45 - 19.70m : Moderately weathered, light yellowish brown, moderately weak, 15.45 0 - 90 Degrees, induced 0.05
10% calcareous CLAYSTONE (SHALE). with interbeds of very fractured weak C16 87 60 60 fractures, undulating, rough
16 LIMESTONE. 9.60x10-6
15
10% C17 16.20 100 67 33
16.50 13.59

17 Non intact core, iron straining

fracture surface
MIDRA SHALE

10% C18 83 20 20
NI

18 18.00
0 - 30 Degrees, induced
10 fractures, undulating, rough
10% C19 92 25 17
Non intact core
19 NI
19.20 Mostly 0-10 0.02
91 73 73 11 Degrees,occasional 60-80
-17.09 C20 stained open surface, induced
10%
fractures, undulating, rough
20

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 2 of 3 A4.23.2
 FUGRO PENINSULAR Borehole: MI-126
State of Qatar

Equipment: Edeco T-30 Observed Groundwater Levels: Start Date: 07/03/2011 Coordinates:
Method: Wash Boring & Rotary Coring Min (mbg): 8.05 Max (mbg): 12 Bore Diameter (mm): 121 E 229848 mQNG N 405846 mQNG
Fluid Flush: Water & Guargum Driller: John Aromin Core Diameter (mm): 83 Elevation: 2.61 mQNHD

Borehole Progress Sample Rock Core Quality Discontinuities Test Results Physical Properties

Geological
GraphicDepth Sample Sample/ Test Type & Silt
Strata Description
Unit
Casing Water Symbol (m) No. Records Moisture Content
Date Depth Depth Flush Depth TCR SCR RQD FI Description Em UCS PL K Sand
Plastic Limit
Gravel
(m) (m) % (m) (MPa) (MPa) (MPa) (m/sec) 0 50 100 Liquid Limit
19.70 - 30.00m : Slightly weathered, light brown, moderately weak to weak, C20 Mostly 0-10
calcareous CALCISILTITE, with undifferenciated, interbedded yellowish brown to 20.30 Degrees,occasional 60-80
dark greenish grey, weak CALCILUTITE, with close to medium spaced fractures, stained open surface, induced
horizontal bedding/banding visible.(As previous sheet) fractures, undulating, rough
... 20.40 - 22.40m : Weak CALCARENITE. ( As previous sheet ) 3.03
10% 21 C21 87 67 67 3.50x10-6

11
21.80
22
8.81
0% C22 100 53 53

23
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - BHLOG + COMPLETE LAB, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 07/06/2011 19:22:01

23.30 Non intact core 0.02

0% C23 100 0 0 NI
24 23.90 0 - 10 Degrees fractures,
0% C24 58 25 25 undulating, rough
RUS FORMATION

24.50
0% C25 60 20 0
25 25.00

100 45 45 0.21
0% C26
4.62 0.15
26 26.00 5.30x10-6
7.4
0% C27 60 40 40

27 ... 26.80 - 30.00m : Off-white, very weak to weak, CALCISILTITE, very close to
close horizontal joints. 27.00
0% C28 80 20 0
27.50

0% 28 C29 70 60 60
1.26
28.50 0 - 20 Degrees fractures,
undulating, rough 0.13
0% 29 C30 75 45 45 8.3

29.50
0% C31 100 40 40 NI Non intact core
-27.39
30 Borehole Terminated at 30.00m Depth

Remarks: mbg : Meters below grade Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Borehole grouted Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
Client: Halcrow CSA
Job No.: 11-5313-QA Plate No.:
Sheet 3 of 3 A4.23.3
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 1
Test Date: 23-Apr-11 Depth Range (mbg) : 9.4 to 12.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CHV
a) top of tests section 9.4 Ground Level (m QNHD) 2.10
b) bottom of test section 12.0 Packer type Bimbar 1-72
c) centre of test section 10.7 Packer pressure 18bars
d) bottom of hole at time of test 12.0 Weather : Cloudy
e) bottom of casing 8.0 BH dia.in test zone (mm) 122
f) initial ground water level 8.20 Rock Type SHALE + LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 68947.3 69352.8 69755.9 70155.1
0.4 Water Take litres 405.5 403.1 399.2 80.5
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 70316.4 70793.4 71260.5 71751.9
0.8 Water Take litres 477.0 467.1 491.4 95.7
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 71931.5 72496.3 73030.7 73560.9
1.2 Water Take litres 564.8 534.4 530.2 108.6
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 73697.1 74170.3 74644.0 75125.4
0.8 Water Take litres 473.2 473.7 481.4 95.2
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 75293.2 75690.8 76089.2 76487.0
0.4 Water Take litres 397.6 398.4 397.8 79.6

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 9 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.1.1.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 1
Test Date: 23-Apr-11 Depth Range (mbg) : 9.4 to 12.0

Note Test carried out by CHV

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.1
zone, use depth to centre of test zone. Weather : Cloudy
Initial depth to groundwater metres (Hg) 8.2 Rock type:
Gauge height above ground level metres (H) 0.4 SHALE + LIMESTONE
Length of test zone in metres (l) 2.6

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 80.52 0.40 4.00 2.97 0.35 9.28
2nd 95.70 0.80 8.00 3.94 0.48 12.18
3rd 108.63 1.20 12.00 4.93 0.58 15.09
4th 95.22 0.80 8.00 3.91 0.48 12.22
5th 79.59 0.40 4.00 2.91 0.34 9.35

Flow versus Total Head

115.0

110.0

105.0
Flow, q, in litres per minute

Increasing
Pressures
100.0

95.0

90.0

85.0

80.0
Decreasing
Pressures
75.0

70.0
8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 192.4 lugeons Permeability* k = 1.9E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.1.1.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 2
Test Date: 23-Apr-11 Depth Range (mbg) : 13.0 to 16.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 13.0 Ground Level (m QNHD) 2.10
b) bottom of test section 16.0 Packer type Bimbar 1-72
c) centre of test section 14.5 Packer pressure 21bars
d) bottom of hole at time of test 16.0 Weather : Sunny, hot
e) bottom of casing 11.0 BH dia.in test zone (mm) 122
f) initial ground water level 8.20 Rock Type CALCISILTITE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 77055.7 77516.1 77975.4 78435.2
0.6 Water Take litres 460.4 459.3 459.8 92.0
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 78673.6 79224.7 79779.8 80335.2
1.2 Water Take litres 551.1 555.1 555.4 110.8
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 80941.8 81549.5 82168.9
1.8 Water Take litres 607.7 619.4 122.7
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 82378.1 82902.9 83441.0 83989.9
1.2 Water Take litres 524.8 538.1 548.9 107.5
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 84128.1 84583.7 85048.1 85515.3
0.6 Water Take litres 455.6 464.4 467.2 92.5

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 12 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.1.2.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 2
Test Date: 23-Apr-11 Depth Range (mbg) : 13.0 to 16.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.1
zone, use depth to centre of test zone. Weather : Sunny, hot
Initial depth to groundwater metres (Hg) 8.2 Rock type:
Gauge height above ground level metres (H) 0.4 CALCISILTITE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 91.97 0.60 6.00 3.70 0.60 10.30
2nd 110.77 1.20 12.00 5.10 0.80 14.70
3rd 122.71 1.80 18.00 6.11 0.93 19.56
4th 107.45 1.20 12.00 4.84 0.77 15.00
5th 92.48 0.60 6.00 3.73 0.60 10.26

Flow versus Total Head

130.0

125.0

120.0
Flow, q, in litres per minute

Increasing
115.0 Pressures

110.0

105.0

100.0

95.0

90.0 Decreasing
Pressures
85.0

80.0
9.0 11.0 13.0 15.0 17.0 19.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 111.0 lugeons Permeability* k = 1.1E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.1.2.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 3
Test Date: 24-Apr-11 Depth Range (mbg) : 17.0 to 20.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 17.0 Ground Level (m QNHD) 2.10
b) bottom of test section 20.0 Packer type Bimbar 1-72
c) centre of test section 18.5 Packer pressure 12 bars
d) bottom of hole at time of test 20.0 Weather : Sunny, hot
e) bottom of casing 15.0 BH dia.in test zone (mm) 122
f) initial ground water level 8.00 Rock Type CALCISILTITE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 85822.6 86319.8 86827.8 87314.6
0.8 Water Take litres 497.2 508.0 486.8 99.5
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 87589.6 88198.1 88812.0 89407.2
1.6 Water Take litres 608.5 613.9 595.2 121.2
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 89641.7 90349.9 91061.8 91818.5
2.4 Water Take litres 708.2 711.9 756.7 145.1
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 92109.1 92731.1 93392.5 94009.5
1.6 Water Take litres 622.0 661.4 617.0 126.7
th
5 period Elapsed Time, minutes 0 5 10 13 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 94227.5 94715.9 95218.7 95604.0
0.8 Water Take litres 488.4 502.8 385.3 105.9

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 16.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.1.3.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-102
Location : LUSAIL Test No. : 3
Test Date: 24-Apr-11 Depth Range (mbg) : 17.0 to 20.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.1
zone, use depth to centre of test zone. Weather : Sunny, hot
Initial depth to groundwater metres (Hg) 8 Rock type:
Gauge height above ground level metres (H) 0.4 CALCISILTITE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 99.47 0.80 8.00 4.20 0.94 11.26
2nd 121.17 1.60 16.00 5.97 1.26 17.17
3rd 145.12 2.40 24.00 8.06 1.73 22.62
4th 126.69 1.60 16.00 6.44 1.35 16.61
5th 105.88 0.80 8.00 4.71 1.03 10.66

Flow versus Total Head

150.0

140.0
Flow, q, in litres per minute

Increasing
Pressures
130.0

120.0

110.0

Decreasing
100.0
Pressures

90.0
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 119.4 lugeons Permeability* k = 1.2E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.1.3.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-123
Location : LUSAIL Test No. : 1
Test Date: 19-Apr-11 Depth Range (mbg) : 9.7 to 12.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CHV
a) top of tests section 9.7 Ground Level (m QNHD) 0.65
b) bottom of test section 12.0 Packer type Bimbar 1-72
c) centre of test section 10.8 Packer pressure 20 Bars
d) bottom of hole at time of test 12.0 Weather : Sunny
e) bottom of casing 8.2 BH dia.in test zone (mm) 121
f) initial ground water level 8.34 Rock Type LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 13 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 49881.2 50237.9 50783.8 50923.0
0.6 Water Take litres 356.7 545.9 139.2 69.5
2nd period Elapsed Time, minutes 0 5 12 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 51116.0 51589.3 52223.7 52508.2
1.2 Water Take litres 473.3 634.4 284.5 92.8
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 52767.6 53345.0 53927.3 54491.5
1.8 Water Take litres 577.4 582.3 564.2 114.9
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 54712.2 55207.4 55717.8 56225.6
1.2 Water Take litres 495.2 510.4 507.8 100.9
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 56377.2 56781.2 57184.9 57587.7
0.6 Water Take litres 404.0 403.7 402.8 80.7

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 10.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.2.1.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-123
Location : LUSAIL Test No. : 1
Test Date: 19-Apr-11 Depth Range (mbg) : 9.7 to 12.0

Note Test carried out by CHV

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 0.65
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 8.34 Rock type:
Gauge height above ground level metres (H) 0.4 LIMESTONE
Length of test zone in metres (l) 2.35

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 69.45 0.60 6.00 2.26 0.33 12.14
2nd 92.81 1.20 12.00 3.75 0.53 16.45
3rd 114.93 1.80 18.00 5.44 0.74 20.56
4th 100.89 1.20 12.00 4.32 0.61 15.81
5th 80.70 0.60 6.00 2.98 0.41 11.35

Flow versus Total Head

120.0

110.0
Flow, q, in litres per minute

Increasing
Pressures
100.0

90.0

80.0

Decreasing
70.0
Pressures

60.0
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 187.7 lugeons Permeability* k = 1.9E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.2.1.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-123
Location : LUSAIL Test No. : 2
Test Date: 20-Apr-11 Depth Range (mbg) : 14.0 to 16.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CHV
a) top of tests section 14.0 Ground Level (m QNHD) 0.65
b) bottom of test section 16.0 Packer type Bimbar 1-72
c) centre of test section 15.0 Packer pressure 20 Bars
d) bottom of hole at time of test 16.0 Weather : Sunny
e) bottom of casing 11.0 BH dia.in test zone (mm) 121
f) initial ground water level 10.30 Rock Type FRACTURED LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 13 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 58396.5 58827.9 59264.0 59682.0
0.8 Water Take litres 431.4 436.1 418.0 85.7
2nd period Elapsed Time, minutes 0 5 12 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 60184.1 60720.4
1.6 Water Take litres 536.3 107.3
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres
Water Take litres
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres
Water Take litres
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres
Water Take litres

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 19.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar
4. Total loss of pressure in the hole. Unable to build pressure anymore

A5.2.2.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-123
Location : LUSAIL Test No. : 3
Test Date: 20-Apr-11 Depth Range (mbg) : 17.0 to 20.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CHV
a) top of tests section 17.0 Ground Level (m QNHD) 0.65
b) bottom of test section 20.0 Packer type Bimbar 1-72
c) centre of test section 18.5 Packer pressure 20 Bars
d) bottom of hole at time of test 20.0 Weather : Sunny
e) bottom of casing 13.9 BH dia.in test zone (mm) 121
f) initial ground water level 11.15 Rock Type FRACTURED LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 13 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 60773.1 61286.5 61795.2 62297.3
0.9 Water Take litres 513.4 508.7 502.1 101.6
2nd period Elapsed Time, minutes 0 5 12 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 62473.3 63101.8 63723.9 64335.0
1.8 Water Take litres 628.5 622.1 611.1 124.1
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres
#N/A Water Take litres 0.0 0.0 0.0 #N/A
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 64817.5 65426.2 66064.7 66691.8
1.8 Water Take litres 608.7 638.5 627.1 125.0
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 66844.6 67347.5 67866.5 68372.2
0.9 Water Take litres 502.9 519.0 505.7 101.8

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 19.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar
4. The maximum calculated pressure of 2.7bars could not be reached.

A5.2.3.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU12-123
Location : LUSAIL Test No. : 3
Test Date: 20-Apr-11 Depth Range (mbg) : 17.0 to 20.0

Note Test carried out by CHV

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 0.65
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 11.15 Rock type:
Gauge height above ground level metres (H) 0.4 FRACTURED LIMESTONE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 101.61 0.90 9.00 4.37 1.14 15.03
2nd 124.11 1.80 18.00 6.22 1.54 21.78
3rd
4th 124.95 1.80 18.00 6.30 1.56 21.70
5th 101.84 0.90 9.00 4.39 1.15 15.01

Flow versus Total Head

130.0

125.0
Flow, q, in litres per minute

Increasing
120.0 Pressures

115.0

110.0

105.0
Decreasing
Pressures
100.0
14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 112.2 lugeons Permeability* k = 1.1E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.2.3.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 1
Test Date: 26-Apr-11 Depth Range (mbg) : 9.0 to 12.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 9.0 Ground Level (m QNHD) 2.34
b) bottom of test section 12.0 Packer type Bimbar 1-72
c) centre of test section 10.5 Packer pressure 12 bars
d) bottom of hole at time of test 12.0 Weather : Warm
e) bottom of casing 8.0 BH dia.in test zone (mm) 142
f) initial ground water level 7.05 Rock Type LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 96848.3 96906.2 96955.3 96998.4
0.5 Water Take litres 57.9 49.1 43.1 10.0
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 97016.6 97084.7 97153.3 97219.6
1 Water Take litres 68.1 68.6 66.3 13.5
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 97262.8 97372.4 97481.7 97589.8
1.5 Water Take litres 109.6 109.3 108.1 21.8
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 97624.0 97710.2 97794.0 97874.1
1 Water Take litres 86.2 83.8 80.1 16.7
th
5 period Elapsed Time, minutes 0 5 10 13 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 97903.2 97954.2 98005.0 98054.8
0.5 Water Take litres 51.0 50.8 49.8 11.7

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 8.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.3.1.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 1
Test Date: 26-Apr-11 Depth Range (mbg) : 9.0 to 12.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.34
zone, use depth to centre of test zone. Weather : Warm
Initial depth to groundwater metres (Hg) 7.05 Rock type:
Gauge height above ground level metres (H) 0.4 LIMESTONE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 10.01 0.50 5.00 0.06 0.03 12.36
2nd 13.53 1.00 10.00 0.11 0.04 17.31
3rd 21.80 1.50 15.00 0.24 0.06 22.15
4th 16.67 1.00 10.00 0.15 0.05 17.26
5th 11.66 0.50 5.00 0.08 0.03 12.34

Flow versus Total Head

24.0

22.0
Flow, q, in litres per minute

20.0 Increasing
Pressures
18.0

16.0

14.0

12.0
Decreasing
10.0 Pressures

8.0
10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 36.0 lugeons Permeability* k = 3.6E-06 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.3.1.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 2
Test Date: 27-Apr-11 Depth Range (mbg) : 14.0 to 16.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 14.0 Ground Level (m QNHD) 2.34
b) bottom of test section 16.0 Packer type Bimbar 1-72
c) centre of test section 15.0 Packer pressure 12 bars
d) bottom of hole at time of test 16.0 Weather : Warm
e) bottom of casing 11.0 BH dia.in test zone (mm) 122
f) initial ground water level 12.80 Rock Type LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 98344.0 98824.1 99288.8 99733.3
0.7 Water Take litres 480.1 464.7 444.5 92.6
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 99953.2 100553.7 101121.0 101687.7
1.4 Water Take litres 600.5 567.3 566.7 115.6
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 102428.7 103139.0 103825.5 104520.3
2.1 Water Take litres 710.3 686.5 694.8 139.4
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 104707.2 105328.9 105941.1 106551.1
1.4 Water Take litres 621.7 612.2 610.0 122.9
th
5 period Elapsed Time, minutes 0 5 11 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 106741.6 107245.5 107848.8 108254.2
0.7 Water Take litres 503.9 603.3 405.4 100.8

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 8.5 Diameter of delivery hose (mm) 25.4
13.5
Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999
2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.3.2.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 2
Test Date: 27-Apr-11 Depth Range (mbg) : 14.0 to 16.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.34
zone, use depth to centre of test zone. Weather : Warm
Initial depth to groundwater metres (Hg) 12.8 Rock type:
Gauge height above ground level metres (H) 0.4 LIMESTONE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 92.62 0.70 7.00 3.74 0.43 16.03
2nd 115.63 1.40 14.00 5.50 0.60 21.09
3rd 139.44 2.10 21.00 7.55 0.81 25.84
4th 122.93 1.40 14.00 6.12 0.66 20.41
5th 100.84 0.70 7.00 4.31 0.49 15.39

Flow versus Total Head

148.0

138.0
Flow, q, in litres per minute

Increasing
Pressures
128.0

118.0

108.0

Decreasing
98.0
Pressures

88.0
12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 207.9 lugeons Permeability* k = 2.1E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.3.2.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 3
Test Date: 27-Apr-11 Depth Range (mbg) : 17.7 to 20.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 17.7 Ground Level (m QNHD) 2.34
b) bottom of test section 20.0 Packer type Bimbar 1-72
c) centre of test section 18.9 Packer pressure 14 bars
d) bottom of hole at time of test 20.0 Weather : Warm
e) bottom of casing 14.0 BH dia.in test zone (mm) 122
f) initial ground water level 12.25 Rock Type CALCISILTITE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 108661.8 109106.3 109546.1 110002.2
0.8 Water Take litres 444.5 439.8 456.1 89.4
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 110273.6 110845.2 111418.9 111992.4
1.6 Water Take litres 571.6 573.7 573.5 114.6
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 112230.4 112907.4 113587.7 114276.1
2.4 Water Take litres 677.0 680.3 688.4 136.4
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 114531.6 115124.6 115705.3 116299.9
1.6 Water Take litres 593.0 580.7 594.6 117.9
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 116491.6 117004.8 117507.9 118009.4
0.8 Water Take litres 513.2 503.1 501.5 101.2

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 17.5 Diameter of delivery hose (mm) 25.4
13.5
Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999
2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.3.3.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : JU13-119
Location : LUSAIL Test No. : 3
Test Date: 27-Apr-11 Depth Range (mbg) : 17.7 to 20.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.34
zone, use depth to centre of test zone. Weather : Warm
Initial depth to groundwater metres (Hg) 12.25 Rock type:
Gauge height above ground level metres (H) 0.4 CALCISILTITE
Length of test zone in metres (l) 2.3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 89.36 0.80 8.00 3.53 0.83 16.29
2nd 114.59 1.60 16.00 5.42 1.22 22.01
3rd 136.38 2.40 24.00 7.28 1.60 27.76
4th 117.89 1.60 16.00 5.70 1.27 21.68
5th 101.19 0.80 8.00 4.34 1.02 15.29

Flow versus Total Head

138.0

133.0

128.0
Flow, q, in litres per minute

Increasing
123.0 Pressures

118.0

113.0

108.0

103.0

98.0 Decreasing
Pressures
93.0

88.0
12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 145.8 lugeons Permeability* k = 1.5E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.3.3.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 1
Test Date: 30-Apr-11 Depth Range (mbg) : 9.0 to 12.0
FIELD DATA
Depths below ground level to :- metres Test carried out by ZA
a) top of tests section 9.0 Ground Level (m QNHD) 1.42
b) bottom of test section 12.0 Packer type Bimbar 1-72
c) centre of test section 10.5 Packer pressure 12 Bar
d) bottom of hole at time of test 12.0 Weather : Hot, sunny
e) bottom of casing 6.0 BH dia.in test zone (mm) 122
f) initial ground water level 12.00 Rock Type LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 118519.3 118965.6 119314.4 119788.4
0.4 Water Take litres 446.3 348.8 474.0 84.6
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 120124.2 120674.7 121218.8 121746.6
0.8 Water Take litres 550.5 544.1 527.8 108.2
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 122132.1 122715.8 123286.6 123855.5
1.2 Water Take litres 583.7 570.8 568.9 114.9
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 124070.2 124579.8 125092.4 125606.5
0.8 Water Take litres 509.6 512.6 514.1 102.4
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 125738.4 126176.2 126619.3 127059.6
0.4 Water Take litres 437.8 443.1 440.3 88.1

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 9 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.4.1.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 1
Test Date: 30-Apr-11 Depth Range (mbg) : 9.0 to 12.0

Note Test carried out by ZA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 1.42
zone, use depth to centre of test zone. Weather : Hot, sunny
Initial depth to groundwater metres (Hg) 12 Rock type:
Gauge height above ground level metres (H) 0.4 LIMESTONE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 84.61 0.40 4.00 3.23 0.39 12.78
2nd 108.16 0.80 8.00 4.89 0.58 14.93
3rd 114.89 1.20 12.00 5.44 0.63 18.33
4th 102.42 0.80 8.00 4.44 0.53 15.43
5th 88.08 0.40 4.00 3.45 0.42 12.53

Flow versus Total Head

120.0

115.0
Flow, q, in litres per minute

110.0 Increasing
Pressures
105.0

100.0

95.0

90.0
Decreasing
85.0 Pressures

80.0
12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 171.0 lugeons Permeability* k = 1.7E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.4.1.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 2
Test Date: 01-May-11 Depth Range (mbg) : 14.0 to 16.0
FIELD DATA
Depths below ground level to :- metres Test carried out by SR
a) top of tests section 14.0 Ground Level (m QNHD) 1.42
b) bottom of test section 16.0 Packer type Bimbar 1-72
c) centre of test section 15.0 Packer pressure 12 bar
d) bottom of hole at time of test 16.0 Weather : Cloudy
e) bottom of casing 9.5 BH dia.in test zone (mm) 122
f) initial ground water level 11.80 Rock Type LIMESTONE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 127300.7 127822.9 128340.6 128843.5
0.7 Water Take litres 522.2 517.7 502.9 102.9
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 129187.9 129817.2 130435.7 131062.9
1.4 Water Take litres 629.3 618.5 627.2 125.0
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 131870.4 132569.1 133271.4 133968.6
1.9 Water Take litres 698.7 702.3 697.2 139.9
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 134267.1 134893.9 135532.3 136182.5
1.4 Water Take litres 626.8 638.4 650.2 127.7
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 136460.8 136994.3 137520.3 138050.8
0.7 Water Take litres 533.5 526.0 530.5 106.0

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 13.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.4.2.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 2
Test Date: 01-May-11 Depth Range (mbg) : 14.0 to 16.0

Note Test carried out by SR

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 1.42
zone, use depth to centre of test zone. Weather : Cloudy
Initial depth to groundwater metres (Hg) 11.8 Rock type:
Gauge height above ground level metres (H) 0.4 LIMESTONE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 102.85 0.70 7.00 4.47 0.81 13.92
2nd 125.00 1.40 14.00 6.30 1.08 18.82
3rd 139.88 1.90 19.00 7.59 1.30 22.31
4th 127.69 1.40 14.00 6.53 1.12 18.55
5th 106.00 0.70 7.00 4.72 0.84 13.63

Flow versus Total Head

145.0

140.0

135.0
Flow, q, in litres per minute

Increasing
130.0 Pressures

125.0

120.0

115.0

110.0

105.0 Decreasing
Pressures
100.0

95.0
12.0 14.0 16.0 18.0 20.0 22.0 24.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 210.2 lugeons Permeability* k = 2.1E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.4.2.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 3
Test Date: 02-May-11 Depth Range (mbg) : 17.0 to 20.0
FIELD DATA
Depths below ground level to :- metres Test carried out by SR
a) top of tests section 17.0 Ground Level (m QNHD) 1.42
b) bottom of test section 20.0 Packer type Bimbar 1-72
c) centre of test section 18.5 Packer pressure 12 bar
d) bottom of hole at time of test 20.0 Weather : Cloudy
e) bottom of casing 14.0 BH dia.in test zone (mm) 122
f) initial ground water level 11.80 Rock Type CALCISILTITE
Gauge height above ground level 0.40 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 138628.0 139124.5 139640.7 140153.4
0.8 Water Take litres 496.5 516.2 512.7 101.7
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 140705.9 141395.2 142082.9 142758.6
1.6 Water Take litres 689.3 687.7 675.7 136.8
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 143173.4 143909.4 144649.3 145391.7
2 Water Take litres 736.0 739.9 742.4 147.9
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 145730.4 146408.8 147090.3 147769.3
1.6 Water Take litres 678.4 681.5 679.0 135.9
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 148041.8 148600.5 149161.7 149725.3
0.8 Water Take litres 558.7 561.2 563.6 112.2

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 16.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.4.3.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 11-5313-QA

Client : HALCROW BH No. : JU14-121
Location : LUSAIL Test No. : 3
Test Date: 02-May-11 Depth Range (mbg) : 17.0 to 20.0

Note Test carried out by SR

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 1.42
zone, use depth to centre of test zone. Weather : Cloudy
Initial depth to groundwater metres (Hg) 11.8 Rock type:
Gauge height above ground level metres (H) 0.4 CALCISILTITE
Length of test zone in metres (l) 3

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 101.69 0.80 8.00 4.38 0.97 14.85
2nd 136.85 1.60 16.00 7.32 1.52 19.36
3rd 147.89 2.00 20.00 8.30 1.80 22.09
4th 135.93 1.60 16.00 7.24 1.51 19.45
5th 112.23 0.80 8.00 5.22 1.12 13.86

Flow versus Total Head

155.0

145.0
Flow, q, in litres per minute

Increasing
Pressures
135.0

125.0

115.0

Decreasing
105.0
Pressures

95.0
12.0 14.0 16.0 18.0 20.0 22.0 24.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 176.4 lugeons Permeability* k = 1.8E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.4.3.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 1
Test Date: 12-Mar-11 Depth Range (mbg) : 11.0 to 13.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CSA
a) top of tests section 11.0 Ground Level (m QNHD) 2.86
b) bottom of test section 13.0 Packer type Bimbar 1-72
c) centre of test section 12.0 Packer pressure 13 Bars
d) bottom of hole at time of test 13.0 Weather : Sunny
e) bottom of casing 9.5 BH dia.in test zone (mm) 122
f) initial ground water level 11.30 Rock Type LIMESTONE
Gauge height above ground level 0.30 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 1893.8 2243.0 2587.1 2927.9
0.7 Water Take litres 349.2 344.1 340.8 68.9
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 3136.1 3562.2 3970.6 4388.1
1.4 Water Take litres 426.1 408.4 417.5 83.5
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 4723.0 5228.9 5733.3 6238.0
2.1 Water Take litres 505.9 504.4 504.7 101.0
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 6437.3 6889.0 7340.1 7790.1
1.4 Water Take litres 451.7 451.1 450.0 90.2
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 7939.4 8276.1 8614.0 8951.1
0.8 Water Take litres 336.7 337.9 337.1 67.4

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 15
Total length of drill rod used (m) 10.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.5.1.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 1
Test Date: 12-Mar-11 Depth Range (mbg) : 11.0 to 13.0

Note Test carried out by CSA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.86
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 11.3 Rock type:
Gauge height above ground level metres (H) 0.3 LIMESTONE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 68.94 0.70 7.00 2.23 0.33 16.04
2nd 83.47 1.40 14.00 3.16 0.44 22.00
3rd 101.00 2.10 21.00 4.33 0.61 27.66
4th 90.18 1.40 14.00 3.59 0.51 21.51
5th 67.45 0.80 8.00 2.15 0.32 17.13

Flow versus Total Head

105.0

100.0

95.0
Flow, q, in litres per minute

Increasing
Pressures
90.0

85.0

80.0

75.0

70.0
Decreasing
Pressures
65.0

60.0
15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 148.8 lugeons Permeability* k = 1.5E-05 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.5.1.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 2
Test Date: 12-Mar-11 Depth Range (mbg) : 15.0 to 17.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CSA
a) top of tests section 15.0 Ground Level (m QNHD) 2.86
b) bottom of test section 17.0 Packer type Bimbar 1-72
c) centre of test section 16.0 Packer pressure 13 Bars
d) bottom of hole at time of test 17.0 Weather : Sunny
e) bottom of casing 14.0 BH dia.in test zone (mm) 122
f) initial ground water level 11.30 Rock Type LIMESTONE
Gauge height above ground level 0.30 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 9438.9 9530.3 9621.7 9713.7
0.8 Water Take litres 91.4 91.4 92.0 18.3
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 9754.8 9878.5 10010.0 10144.7
1.6 Water Take litres 123.7 131.5 134.7 26.0
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 10484.6 10794.6 11111.4 11450.5
2.4 Water Take litres 310.0 316.8 339.1 64.4
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 11516.5 11812.3 12107.7 12403.3
1.6 Water Take litres 295.8 295.4 295.6 59.1
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 12458.4 12676.0 12894.3 13112.3
0.8 Water Take litres 217.6 218.3 218.0 43.6

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 25
Total length of drill rod used (m) 16 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.5.2.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 2
Test Date: 12-Mar-11 Depth Range (mbg) : 15.0 to 17.0

Note Test carried out by CSA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.86
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 11.3 Rock type:
Gauge height above ground level metres (H) 0.3 LIMESTONE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 18.32 0.80 8.00 0.17 0.10 19.33
2nd 25.99 1.60 16.00 0.31 0.15 27.14
3rd 64.39 2.40 24.00 1.97 0.46 33.17
4th 59.12 1.60 16.00 1.66 0.41 25.53
5th 43.59 0.80 8.00 0.85 0.29 18.46

Flow versus Total Head

70.0

60.0
Flow, q, in litres per minute

Increasing
Pressures
50.0

40.0

30.0

Decreasing
20.0
Pressures

10.0
15.0 17.0 19.0 21.0 23.0 25.0 27.0 29.0 31.0 33.0 35.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 96.5 lugeons Permeability* k = 9.6E-06 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.5.2.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 3
Test Date: 13-Mar-11 Depth Range (mbg) : 20.0 to 22.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CSA
a) top of tests section 20.0 Ground Level (m QNHD) 2.86
b) bottom of test section 22.0 Packer type Bimbar 1-72
c) centre of test section 21.0 Packer pressure 14 Bars
d) bottom of hole at time of test 22.0 Weather : Sunny
e) bottom of casing 18.5 BH dia.in test zone (mm) 122
f) initial ground water level 12.61 Rock Type CALCISILTITE
Gauge height above ground level 0.30 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 13795.7 13890.0 13982.2 14072.3
1 Water Take litres 94.3 92.2 90.1 18.4
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 14112.6 14241.3 14367.1 14490.6
2 Water Take litres 128.7 125.8 123.5 25.2
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 15540.4 15702.3 15864.3 16024.0
3 Water Take litres 161.9 162.0 159.7 32.2
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 15073.4 15199.5 15323.2 15445.3
2 Water Take litres 126.1 123.7 122.1 24.8
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 15454.8 15547.1 15637.9 15728.0
1 Water Take litres 92.3 90.8 90.1 18.2

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 25
Total length of drill rod used (m) 19.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.5.3.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 3
Test Date: 13-Mar-11 Depth Range (mbg) : 20.0 to 22.0

Note Test carried out by CSA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.86
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 12.61 Rock type:
Gauge height above ground level metres (H) 0.3 CALCISILTITE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 18.44 1.00 10.00 0.17 0.12 22.62
2nd 25.20 2.00 20.00 0.30 0.17 32.44
3rd 32.24 3.00 30.00 0.47 0.24 42.20
4th 24.79 2.00 20.00 0.29 0.17 32.45
5th 18.21 1.00 10.00 0.17 0.12 22.63

Flow versus Total Head

33.0

31.0
Flow, q, in litres per minute

29.0 Increasing
Pressures
27.0

25.0

23.0

21.0
Decreasing
19.0 Pressures

17.0
20.0 25.0 30.0 35.0 40.0 45.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 35.3 lugeons Permeability* k = 3.5E-06 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.5.3.2
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Field Data

Project : CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 4
Test Date: 13-Mar-11 Depth Range (mbg) : 25.0 to 27.0
FIELD DATA
Depths below ground level to :- metres Test carried out by CSA
a) top of tests section 25.0 Ground Level (m QNHD) 2.86
b) bottom of test section 27.0 Packer type Bimbar 1-72
c) centre of test section 26.0 Packer pressure 14 Bars
d) bottom of hole at time of test 27.0 Weather : Sunny
e) bottom of casing 23.5 BH dia.in test zone (mm) 122
f) initial ground water level 12.61 Rock Type CALCISILTITE
Gauge height above ground level 0.30 Drilling method Rotary Coring (PQ)

1st period Elapsed Time, minutes 0 5 10 15 Average

Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 16292.7 16443.9 16596.8 16749.5
1.2 Water Take litres 151.2 152.9 152.7 30.5
2nd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 16823.6 17045.9 17263.0 17479.5
2.4 Water Take litres 222.3 217.1 216.5 43.7
3rd period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 17636.1 17909.4 18183.6 18458.5
3.6 Water Take litres 273.3 274.2 274.9 54.8
4th period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 18500.8 18717.1 18931.0 19144.9
2.4 Water Take litres 216.3 213.9 213.9 42.9
th
5 period Elapsed Time, minutes 0 5 10 15 Average
Gauge Flowmeter reading Flow q (litre/min)
Pressure litres 19161.0 19316.9 19472.8 19628.0
1.2 Water Take litres 155.9 155.9 155.2 31.1

Pipework and Drill String Details

Type of drill rod used NWY Total length of delivery hose (m) 25
Total length of drill rod used (m) 25.5 Diameter of delivery hose (mm) 25.4

Notes : 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. Total length of drill rod includes "stick-up"
3. Gauge pressure in Bar

A5.5.4.1
FUGRO MIDDLE EAST

Lugeon/ Packer Test: Processed Results

Project: CP-4 Roads and Interchanges Project No. : 10-5313-QA

Client : HALCROW BH No. : MI-126
Location : LUSAIL Test No. : 4
Test Date: 13-Mar-11 Depth Range (mbg) : 25.0 to 27.0

Note Test carried out by CSA

For test details refer to Field Record Sheet. Computation by CHV
If depth to groundwater not known or below test Ground Level (m QNHD) 2.86
zone, use depth to centre of test zone. Weather : Sunny
Initial depth to groundwater metres (Hg) 12.61 Rock type:
Gauge height above ground level metres (H) 0.3 CALCISILTITE
Length of test zone in metres (l) 2

Gauge pressure Friction head loss, m Total Test Head, H t

Flow, q Gauge Head of in basic in drill
Period
pressure water pipework string (Hg + H+ Hw) - (Hfh + Hfr)
litres/min bar metres (H w) (Hfh) (Hfr) Ht
1st 30.45 1.20 12.00 0.42 0.29 24.20
2nd 43.73 2.40 24.00 0.85 0.46 35.59
3rd 54.83 3.60 36.00 1.38 0.60 46.93
4th 42.94 2.40 24.00 0.82 0.45 35.63
5th 31.13 1.20 12.00 0.44 0.30 24.17

Flow versus Total Head

58.0

53.0
Flow, q, in litres per minute

Increasing
Pressures
48.0

43.0

38.0

Decreasing
33.0
Pressures

28.0
20.0 25.0 30.0 35.0 40.0 45.0
Total Head,Ht, in metres

L = (100/l)*(q/Ht) in Lugeon units where q/Ht = slope of graph and l is length of test section

Lugeon value L = 53.1 lugeons Permeability* k = 5.3E-06 m/sec

Notes: 1. Test carried out in accordance with Section 25.5 of BS5930:1999

2. BS 5930 suggests 1 lugeon approx. equal to a permeability of 10 -7 m/sec

A5.5.4.2
 FUGRO PENINSULAR Borehole:JU12-101
State of Qatar

Equipment: Edeco T-30 Start Date: 23/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 228762 mQNG N 404669 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 3.66 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1. Cap and Lock Yes No A. Protective casing, top elevation ________

4.36 m QNHD
3
2. Protective posts Yes No 4.26 m QNHD
B. Standpipe top elevation ____________
1
3. Protective casing Yes No C. Surface seal, bottom _____m 3.16 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122 2 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.2 m 2 E. I.D. Standpipe ________mm
46
4. Drainage port Yes No F. 24-hr water level after completion______
9.76 m TOC
5. Surface Seal 1 or _______m
-5.50 QNHD
a. Cap Gravel blanket 3
Bentonite
Concrete 0
____________________Other 4
b. Annular Space Seal Bentonite
Cement -1
____________________Other 5
6. Material between well casing and
protective casing Bentonite -2
Cement 6
____________________Other
7. Annular space seal : a. Granular Bentonite -3
b. __ kg/l mud weight........Bentonite-sand slurry 7
c. __ kg/l mud weight.................Bentonite slurry Gravel
d. 20
__ % Bentonite.........Bentonite-cement grout
-4
e. ______ m3 volume added for any of the above
f. How intalled: Tremie 8
Tremie pumped
Gravity -5
8. Centralizers Yes No 9
9. Secondary Filter Up Yes No
-6
a. Volume added ______m3 _____Bags/Size
10
10. Bentonite Seal:
a. Bentonite granules
-7
b. 1/4 in 3/8 in 1/2 in Bentonite pellets
c. ________________________________ Other 11
11. Secondary Filter Down Yes No
-8
a. Volume added ______m3 _____Bags/Size
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:50

12. Filter pack material : Manufacturer, product name

& mesh size
-9
a. PVC
_______________________________________
b. Volume added ______m3______Bags/Size 13
13. Well casing
-10
a. Flush threaded PVC schedule 40
b. Flush threaded PVC schedule 80 14
c. ______________________Other
-11 Bentonite Pellet
14. Screen material _____________________________
PVC
a. Screen type Factory cut 15
Continuous slot
________________________Other -12
b. Manufacturer__________________________ 16
c. Slot size _______________mm
0.3
d. Slotted length ___________m
3 -13
17
Gravel
-14
18
Slotted Pipe
-15
19

-16
20

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.1
 FUGRO PENINSULAR Borehole:JU12-103
State of Qatar

Equipment: Edeco T-30 Start Date: 18/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 229197 mQNG N 404921 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 1.1 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1
1. Cap and Lock Yes No A. Protective casing, top elevation ________
2.00 m QNHD
2. Protective posts Yes No 1.90 m QNHD
B. Standpipe top elevation ____________
1 0
3. Protective casing Yes No C. Surface seal, bottom _____m 0.60 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.4 m 2 E. I.D. Standpipe ________mm
46
-1
4. Drainage port Yes No F. 24-hr water level after completion______
10.38 m TOC
5. Surface Seal or _______m
-8.48 QNHD
a. Cap Gravel blanket 3 -2
Bentonite
Concrete
____________________Other 4 -3
b. Annular Space Seal Bentonite
Cement
____________________Other 5 -4
6. Material between well casing and
protective casing Bentonite
Cement 6
____________________Other -5
7. Annular space seal : a. Granular Bentonite
b. __ kg/l mud weight........Bentonite-sand slurry 7
c. __ kg/l mud weight.................Bentonite slurry -6 Gravel
d. 20
__ % Bentonite.........Bentonite-cement grout
e. ______ m3 volume added for any of the above
f. How intalled: Tremie 8 -7
Tremie pumped
Gravity
8. Centralizers Yes No 9 -8
9. Secondary Filter Up Yes No
a. Volume added ______m3 _____Bags/Size
10 -9
10. Bentonite Seal:
a. Bentonite granules
b. 1/4 in 3/8 in 1/2 in Bentonite pellets
c. ________________________________ Other 11 -10
11. Secondary Filter Down Yes No
a. Volume added ______m3 _____Bags/Size
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:51

12. Filter pack material : Manufacturer, product name -11

& mesh size
a. PVC
_______________________________________
b. Volume added ______m3______Bags/Size 13 -12
13. Well casing
a. Flush threaded PVC schedule 40
b. Flush threaded PVC schedule 80 14 -13
c. ______________________Other
14. Screen material _____________________________
PVC Bentonite Pellet
a. Screen type Factory cut 15 -14
Continuous slot
________________________Other
b. Manufacturer__________________________ 16 -15
c. Slot size _______________mm
0.3
d. Slotted length ___________m
3

17 -16
Gravel

18 -17
Slotted Pipe

19 -18

20

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.2
 FUGRO PENINSULAR Borehole:JU12-123
State of Qatar

Equipment: Edeco T-30 Start Date: 18/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 229580 mQNG N 405082 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 0.65 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1. Cap and Lock Yes No A. Protective casing, top elevation ________

1.35 m QNHD
0
2. Protective posts Yes No 1.25 m QNHD
B. Standpipe top elevation ____________
1
3. Protective casing Yes No C. Surface seal, bottom _____m 0.15 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122 -1 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.2 m 2 E. I.D. Standpipe ________mm
46
4. Drainage port Yes No F. 24-hr water level after completion______
11.04 m TOC
5. Surface Seal -2 or _______m
-9.79 QNHD
a. Cap Gravel blanket 3
Bentonite
Concrete -3
____________________Other 4
b. Annular Space Seal Bentonite
Cement -4
____________________Other 5
6. Material between well casing and
protective casing Bentonite -5
Cement 6
____________________Other
7. Annular space seal : a. Granular Bentonite -6
b. __ kg/l mud weight........Bentonite-sand slurry 7
c. __ kg/l mud weight.................Bentonite slurry Gravel
d. 20
__ % Bentonite.........Bentonite-cement grout
-7
e. ______ m3 volume added for any of the above
f. How intalled: Tremie 8
Tremie pumped
Gravity -8
8. Centralizers Yes No 9
9. Secondary Filter Up Yes No
-9
a. Volume added ______m3 _____Bags/Size
10
10. Bentonite Seal:
a. Bentonite granules
-10
b. 1/4 in 3/8 in 1/2 in Bentonite pellets
c. ________________________________ Other 11
11. Secondary Filter Down Yes No
-11
a. Volume added ______m3 _____Bags/Size
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:52

12. Filter pack material : Manufacturer, product name

& mesh size
-12
a. PVC
_______________________________________
b. Volume added ______m3______Bags/Size 13
13. Well casing
-13
a. Flush threaded PVC schedule 40
b. Flush threaded PVC schedule 80 14
c. ______________________Other
-14 Bentonite Pellet
14. Screen material _____________________________
PVC
a. Screen type Factory cut 15
Continuous slot
________________________Other -15
b. Manufacturer__________________________ 16
c. Slot size _______________mm
0.3
d. Slotted length ___________m
3 -16
17
Gravel
-17
18
Slotted Pipe
-18
19

-19
20

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.3
 FUGRO PENINSULAR Borehole:JU13-124
State of Qatar

Equipment: Edeco T-30 Start Date: 25/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 230136 mQNG N 404890 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 1.9 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1. Cap and Lock Yes No A. Protective casing, top elevation ________

2.60 m QNHD
2. Protective posts Yes No 1 2.50 m QNHD
B. Standpipe top elevation ____________
1
3. Protective casing Yes No C. Surface seal, bottom _____m 1.40 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.2 m 2 0 E. I.D. Standpipe ________mm
46
4. Drainage port Yes No F. 24-hr water level after completion______
14.39 m TOC
5. Surface Seal or _______m
-11.89 QNHD
a. Cap Gravel blanket 3 -1
Bentonite
Concrete
____________________Other 4 -2
b. Annular Space Seal Bentonite
Cement
____________________Other 5 -3
6. Material between well casing and
protective casing Bentonite
Cement 6 -4
____________________Other
7. Annular space seal : a. Granular Bentonite
b. __ kg/l mud weight........Bentonite-sand slurry 7 -5
c. __ kg/l mud weight.................Bentonite slurry Gravel
d. 20
__ % Bentonite.........Bentonite-cement grout
e. ______ m3 volume added for any of the above -6
f. How intalled: Tremie 8
Tremie pumped
Gravity
9 -7
8. Centralizers Yes No
9. Secondary Filter Up Yes No
a. Volume added ______m3 _____Bags/Size -8
10
10. Bentonite Seal:
a. Bentonite granules
b. 1/4 in 3/8 in 1/2 in Bentonite pellets -9
c. ________________________________ Other 11
11. Secondary Filter Down Yes No
a. Volume added ______m3 _____Bags/Size -10
12
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:54

12. Filter pack material : Manufacturer, product name

& mesh size
a. PVC
_______________________________________ -11
b. Volume added ______m3______Bags/Size 13
13. Well casing
a. Flush threaded PVC schedule 40 -12
b. Flush threaded PVC schedule 80 14
c. ______________________Other
14. Screen material _____________________________
PVC Bentonite Pellet
15 -13
a. Screen type Factory cut
Continuous slot
________________________Other
b. Manufacturer__________________________ 16 -14
c. Slot size _______________mm
0.3
d. Slotted length ___________m
3

17 -15

Gravel

18 -16

Slotted Pipe

19 -17

20 -18

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.4
 FUGRO PENINSULAR Borehole:JU14-122
State of Qatar

Equipment: Edeco T-30 Start Date: 27/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 230445 mQNG N 403942 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 1.37 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1 A. Protective casing, top elevation ________

2.17 m QNHD
1. Cap and Lock Yes No
2. Protective posts Yes No 1 2.07 m QNHD
B. Standpipe top elevation ____________
0 C. Surface seal, bottom _____m 0.87 m QNHD
0.50 TOC or _______
3. Protective casing Yes No
a. Inside diameter ______________mm
122 2 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.3 m -1 E. I.D. Standpipe ________mm
46
4. Drainage port Yes No 3 F. 24-hr water level after completion______
8.37 m TOC
5. Surface Seal -2 or _______m
-6.30 QNHD
a. Cap Gravel blanket
Bentonite 4
Concrete -3
____________________Other 5
b. Annular Space Seal Bentonite -4
Cement
____________________Other 6
-5
6. Material between well casing and
protective casing Bentonite 7
Cement -6
____________________Other
8
7. Annular space seal : a. Granular Bentonite -7
b. __ kg/l mud weight........Bentonite-sand slurry
c. __ kg/l mud weight.................Bentonite slurry 9
d. 20
__ % Bentonite.........Bentonite-cement grout -8
e. ______ m3 volume added for any of the above Gravel
f. How intalled: Tremie 10
Tremie pumped -9
Gravity 11
8. Centralizers Yes No -10
9. Secondary Filter Up Yes No 12
a. Volume added ______m3 _____Bags/Size -11
10. Bentonite Seal:
a. Bentonite granules 13
b. 1/4 in 3/8 in 1/2 in Bentonite pellets -12
c. ________________________________ Other 14
11. Secondary Filter Down Yes No -13
a. Volume added ______m3 _____Bags/Size
15
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:55

12. Filter pack material : Manufacturer, product name -14

& mesh size
a. PVC
_______________________________________ 16
b. Volume added ______m3______Bags/Size -15
13. Well casing 17
a. Flush threaded PVC schedule 40 -16
b. Flush threaded PVC schedule 80
c. ______________________Other 18
14. Screen material _____________________________
PVC -17
a. Screen type Factory cut 19
Continuous slot -18
________________________Other Bentonite Pellet
b. Manufacturer__________________________ 20
c. Slot size _______________mm
0.3 -19
d. Slotted length ___________m
3
21 Gravel
-20
22
-21
23
-22 Slotted Pipe
24
-23
25

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.5
 FUGRO PENINSULAR Borehole:MI-113
State of Qatar

Equipment: Edeco T-30 Start Date: 21/04/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 230048 mQNG N 405165 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 2.2 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

2
1. Cap and Lock Yes No A. Protective casing, top elevation ________
3.00 m QNHD
1 1 2.90 m QNHD
B. Standpipe top elevation ____________
2. Protective posts Yes No
3. Protective casing Yes No 2 C. Surface seal, bottom _____m 1.70 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122
0 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.3 m 3 E. I.D. Standpipe ________mm
46
-1
4. Drainage port Yes No F. 24-hr water level after completion______
15.27 m TOC
5. Surface Seal 4 -2 or _______m
-12.37 QNHD
a. Cap Gravel blanket
Bentonite 5
Concrete -3
____________________Other 6 -4
b. Annular Space Seal Bentonite
Cement 7
____________________Other -5
6. Material between well casing and 8
protective casing Bentonite -6
Cement Gravel
9 -7
____________________Other
7. Annular space seal : a. Granular Bentonite 10
b. __ kg/l mud weight........Bentonite-sand slurry -8
c. __ kg/l mud weight.................Bentonite slurry 11
d. 20
__ % Bentonite.........Bentonite-cement grout -9
e. ______ m3 volume added for any of the above
f. How intalled: Tremie 12 -10
Tremie pumped
Gravity 13 -11
8. Centralizers Yes No
14
9. Secondary Filter Up Yes No -12
a. Volume added ______m3 _____Bags/Size
15 -13
10. Bentonite Seal:
a. Bentonite granules
b. 1/4 in 3/8 in 1/2 in Bentonite pellets 16 -14
c. ________________________________ Other
17
11. Secondary Filter Down Yes No -15
a. Volume added ______m3 _____Bags/Size Bentonite Pellet
18
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:56

12. Filter pack material : Manufacturer, product name -16

& mesh size
a. PVC
_______________________________________ 19 -17
b. Volume added ______m3______Bags/Size
20
13. Well casing -18
a. Flush threaded PVC schedule 40
21 Gravel
b. Flush threaded PVC schedule 80 -19
c. ______________________Other
14. Screen material _____________________________
PVC
22 -20
a. Screen type Factory cut
Continuous slot 23 -21
________________________Other
b. Manufacturer__________________________ 24 -22
c. Slot size _______________mm
0.3
d. Slotted length ___________m
6 25 -23
26 -24
27 Slotted Pipe
-25
28 -26
29 -27
30

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges ZA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.6
 FUGRO PENINSULAR Borehole:MI-114
State of Qatar

Equipment: Edeco T-30 Start Date: 14/03/2011 Coordinates:

Method: Wash Boring & Rotary Coring Bore Diameter (mm): 121 E 230000 mQNG N 405372 mQNG
Fluid Flush: Water & Guargum Core Diameter (mm): 83 Elevation: 2.76 mQNHD

Depth Depth
(m) (m QNHD) Diagram Details

1. Cap and Lock Yes No 2 A. Protective casing, top elevation ________

3.61 m QNHD
1 3.52 m QNHD
B. Standpipe top elevation ____________
2. Protective posts Yes No
3. Protective casing Yes No 2
1 C. Surface seal, bottom _____m 2.26 m QNHD
0.50 TOC or _______
a. Inside diameter ______________mm
122 50
D. O.D. Standpipe __________ mm
b. Length ____________________
1.4 m 3
0
E. I.D. Standpipe ________mm
46
4. Drainage port Yes No F. 24-hr water level after completion______
16.83 m TOC
-1
5. Surface Seal 4 or _______m
-13.31 QNHD
a. Cap Gravel blanket
Bentonite -2
5
Concrete
____________________Other 6
-3
b. Annular Space Seal Bentonite
Cement -4
7
____________________Other
6. Material between well casing and -5
8
protective casing Bentonite
Cement -6 Gravel
9
____________________Other
7. Annular space seal : a. Granular Bentonite -7
10
b. __ kg/l mud weight........Bentonite-sand slurry
c. __ kg/l mud weight.................Bentonite slurry 11
-8
d. 20
__ % Bentonite.........Bentonite-cement grout
e. ______ m3 volume added for any of the above -9
f. How intalled: Tremie 12
Tremie pumped -10
Gravity 13
8. Centralizers Yes No -11
14
9. Secondary Filter Up Yes No
a. Volume added ______m3 _____Bags/Size -12
15
10. Bentonite Seal:
a. Bentonite granules -13
b. 1/4 in 3/8 in 1/2 in Bentonite pellets 16
c. ________________________________ Other -14
17
11. Secondary Filter Down Yes No
a. Volume added ______m3 _____Bags/Size -15 Bentonite Pellet
18
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - STANDPIPE INSTALLATION, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 06/06/2011 18:36:58

12. Filter pack material : Manufacturer, product name

& mesh size -16
a. PVC
_______________________________________ 19
b. Volume added ______m3______Bags/Size -17
20
13. Well casing
a. Flush threaded PVC schedule 40 -18
21 Gravel
b. Flush threaded PVC schedule 80
c. ______________________Other -19
14. Screen material _____________________________
PVC
22
a. Screen type Factory cut -20
Continuous slot 23
________________________Other
-21
b. Manufacturer__________________________ 24
c. Slot size _______________mm
0.3
d. Slotted length ___________m
6 -22
25
-23
26
-24
27 Slotted Pipe

-25
28
-26
29
-27
30

Remarks: Borehole completed as groundwater observation well Project: Geotechnical Investigation for Lusail CP-4 Logged by:
Roads and Interchanges CSA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A6.7
 FUGRO PENINSULAR Borehole:JU12-101
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 26/04/2011 07:30:00 Min. Water Level (m QNHD): -5.544 E 228762 mQNG N 404669 mQNG
End Date/Time : 15/05/2011 07:15:00 Max. Water Level (m QNHD):-5.477 Surface Elevation: 3.66 mQNHD

-5.47 -5.47

-5.48 -5.48

-5.49 -5.49

-5.50 -5.50
Elevation (m QNHD)

-5.51 -5.51

-5.52 -5.52
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:00:02

-5.53 -5.53

-5.54 -5.54

-5.55 -5.55
0 4 8 12 16 20
May

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.1
 FUGRO PENINSULAR Borehole:JU12-103
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 21/04/2011 07:30:00 Min. Water Level (m QNHD): -8.590 E 229197 mQNG N 404921 mQNG
End Date/Time : 15/05/2011 07:20:00 Max. Water Level (m QNHD):-8.434 Surface Elevation: 1.1 mQNHD

-8.42 -8.42

-8.44 -8.44

-8.46 -8.46

-8.48 -8.48
Elevation (m QNHD)

-8.50 -8.50

-8.52 -8.52

-8.54 -8.54
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:00:51

-8.56 -8.56

-8.58 -8.58

-8.60 -8.60
0 4 8 12 16 20 24
May

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.2
 FUGRO PENINSULAR Borehole:JU12-123
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 23/04/2011 07:25:00 Min. Water Level (m QNHD): -10.032 E 229580 mQNG N 405082 mQNG
End Date/Time : 15/05/2011 07:25:00 Max. Water Level (m QNHD):-9.765 Surface Elevation: 0.65 mQNHD

-9.76 -9.76

-9.78 -9.78

-9.80 -9.80

-9.82 -9.82

-9.84 -9.84

-9.86 -9.86
Elevation (m QNHD)

-9.88 -9.88

-9.90 -9.90

-9.92 -9.92

-9.94 -9.94

-9.96 -9.96
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:01:23

-9.98 -9.98

-10.00 -10.00

-10.02 -10.02

-10.04 -10.04
0 4 8 12 16 20 24
May

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.3
 FUGRO PENINSULAR Borehole:JU13-124
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 27/04/2011 12:20:00 Min. Water Level (m QNHD): -11.936 E 230136 mQNG N 404890 mQNG
End Date/Time : 15/05/2011 07:30:00 Max. Water Level (m QNHD):-11.800 Surface Elevation: 1.9 mQNHD

-11.80 -11.80

-11.82 -11.82

-11.84 -11.84
Elevation (m QNHD)

-11.86 -11.86

-11.88 -11.88

-11.90 -11.90
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:05:20

-11.92 -11.92

-11.94 -11.94
0 4 8 12 16
May

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.4
 FUGRO PENINSULAR Borehole:JU14-122
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 01/05/2011 07:55:00 Min. Water Level (m QNHD): -6.399 E 230445 mQNG N 403942 mQNG
End Date/Time : 15/05/2011 07:35:00 Max. Water Level (m QNHD):-6.288 Surface Elevation: 1.37 mQNHD

-6.28 -6.28

-6.29 -6.29

-6.30 -6.30

-6.31 -6.31

-6.32 -6.32
Elevation (m QNHD)

-6.33 -6.33

-6.34 -6.34

-6.35 -6.35

-6.36 -6.36
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:05:49

-6.37 -6.37

-6.38 -6.38

-6.39 -6.39

-6.40 -6.40
0 2 4 6 8 10 12 14

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.5
 FUGRO PENINSULAR Borehole:MI-113
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 27/04/2011 07:35:00 Min. Water Level (m QNHD): -12.481 E 230048 mQNG N 405165 mQNG
End Date/Time : 15/05/2011 07:25:00 Max. Water Level (m QNHD):-12.250 Surface Elevation: 2.2 mQNHD

-12.24 -12.24

-12.26 -12.26

-12.28 -12.28

-12.30 -12.30

-12.32 -12.32
Elevation (m QNHD)

-12.34 -12.34

-12.36 -12.36

-12.38 -12.38

-12.40 -12.40

-12.42 -12.42
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:06:21

-12.44 -12.44

-12.46 -12.46

-12.48 -12.48

-12.50 -12.50
0 4 8 12 16
May

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.6
 FUGRO PENINSULAR Borehole:MI-114
State of Qatar

Hydrograph Extend Hydrograph Readings Coordinates:

Start Date/Time : 22/03/2011 11:00:00 Min. Water Level (m QNHD): -13.343 E 230000 mQNG N 405372 mQNG
End Date/Time : 10/04/2011 09:35:00 Max. Water Level (m QNHD):-13.148 Surface Elevation: 2.76 mQNHD

-13.14 -13.14

-13.16 -13.16

-13.18 -13.18

-13.20 -13.20

-13.22 -13.22
Elevation (m QNHD)

-13.24 -13.24

-13.26 -13.26

-13.28 -13.28

-13.30 -13.30
Library:FUGRO-LIB-2009B.GLB, Report Template:HYDROGRAPH, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:06:47

-13.32 -13.32

-13.34 -13.34

-13.36 -13.36
0 4 8 12 16 20
Apr

Number of Monitoring Days

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges BA
Location: Lusail, Qatar Checked by:
CHV
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A7.7
 FUGRO PENINSULAR Borehole:P06
State of Qatar

Equipment: Edeco T-30 Start Date: 16/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229854 mQNG N 405178 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.59 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 325 650 975 1300 0 50 100 150 200 0 1 2 3 4 7 11.25 15.5 19.75 24

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:15

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 2 A8.1
 FUGRO PENINSULAR Borehole:P09
State of Qatar

Equipment: Edeco T-30 Start Date: 04/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): 150 E 229936 mQNG N 405215 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.76 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 325 650 975 1300 0 50 100 150 200 0 1 2 3 4 7 11.75 16.5 21.25 26

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:20

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.2
 FUGRO PENINSULAR Borehole:P11
State of Qatar

Equipment: Edeco T-30 Start Date: 30/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229998 mQNG N 405236 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.67 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 300 600 900 1200 0 50 100 150 200 0 1 2 3 4 7 11.25 15.5 19.75 24

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:25

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5 >>
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.3
 FUGRO PENINSULAR Borehole:P12
State of Qatar

Equipment: Edeco T-30 Start Date: 27/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230001 mQNG N 405227 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.61 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 300 600 900 1200 0 30 60 90 120 0 1 2 3 4 7 11.25 15.5 19.75 24

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:29

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5 >>
>>
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.4
 FUGRO PENINSULAR Borehole:P13
State of Qatar

Equipment: Edeco T-30 Start Date: 11/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230086 mQNG N 405266 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.72 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 325 650 975 1300 0 50 100 150 200 0 1 2 3 4 7 11 15 19 23

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:34

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5 >>
>>
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.5
 FUGRO PENINSULAR Borehole:P14
State of Qatar

Equipment: Edeco T-30 Start Date: 09/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230089 mQNG N 405256 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.91 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 300 600 900 1200 0 50 100 150 200 0 1 2 3 4 7 11.5 16 20.5 25

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:38

20.5 >>
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.6
 FUGRO PENINSULAR Borehole:P15
State of Qatar

Equipment: Edeco T-30 Start Date: 23/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230147 mQNG N 405287 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 2.00 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 275 550 825 1100 0 50 100 150 200 0 1.5 3 4.5 6 7 11.5 16 20.5 25

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5 >>
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:43

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.7
 FUGRO PENINSULAR Borehole:P16
State of Qatar

Equipment: Edeco T-30 Start Date: 24/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230149 mQNG N 405276 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 2.22 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 275 550 825 1100 0 50 100 150 200 0 1.5 3 4.5 6 7 11.25 15.5 19.75 24

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:48

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.8
 FUGRO PENINSULAR Borehole:P17
State of Qatar

Equipment: Edeco T-30 Start Date: 07/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230192 mQNG N 405302 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 2.62 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 300 600 900 1200 0 50 100 150 200 0 1 2 3 4 7 10.5 14 17.5 21

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:52

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.9
 FUGRO PENINSULAR Borehole:P18
State of Qatar

Equipment: Edeco T-30 Start Date: 09/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 230195 mQNG N 405292 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 2.61 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 300 600 900 1200 0 50 100 150 200 0 1.5 3 4.5 6 7 11 15 19 23

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:36:57

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.10
 FUGRO PENINSULAR Borehole:P19
State of Qatar

Equipment: Edeco T-30 Start Date: 13/03/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229764 mQNG N 405152 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.46 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 275 550 825 1100 0 50 100 150 200 0 1 2 3 4 7 11.25 15.5 19.75 24

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:37:02

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.11
 FUGRO PENINSULAR Borehole:P20
State of Qatar

Equipment: Edeco T-30 Start Date: 06/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229944 mQNG N 405213 mQNG
Fluid Flush: Water & Guargum Driller : Florante Jacla Ground Elevation: 1.73 mQNHD

Penetration Speed (m/h) Tool Pressure (bar) Injection Pressure (bar) Torque (bar)
0 275 550 825 1100 0 50 100 150 200 0 1 2 3 4 7 11 15 19 23

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
19.0
19.5
20.0
Library:FUGRO-LIB-2009B.GLB, Report Template:1 - DIAGRAPHY 4 COLUMNS NO RPS, File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:37:06

20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0
Free Fall
Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:
Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A8.12
 FUGRO PENINSULAR Borehole:P01
State of Qatar

Equipment: Boart Longyear Start Date: 11/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229769 mQNG N 405159 mQNG
Fluid Flush: Driller : Ground Elevation: 1.46 mQNHD

Drilling Time (minutes)

0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:18

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.1
 FUGRO PENINSULAR Borehole:P02
State of Qatar

Equipment: Boart Longyear Start Date: 13/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229773 mQNG N 405151 mQNG
Fluid Flush: Driller : Ground Elevation: 1.40 mQNHD

Drilling Time (minutes)

0.7 1.4 2.1 2.8 3.5 4.2 4.9 5.6 6.3

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:18

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.2
 FUGRO PENINSULAR Borehole:P03
State of Qatar

Equipment: Boart Longyear Start Date: 07/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229808 mQNG N 405173 mQNG
Fluid Flush: Driller : Ground Elevation: 1.65 mQNHD

Drilling Time (minutes)

0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:19

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.3
 FUGRO PENINSULAR Borehole:P04
State of Qatar

Equipment: Boart Longyear Start Date: 09/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229811 mQNG N 405163 mQNG
Fluid Flush: Driller : Ground Elevation: 1.64 mQNHD

Drilling Time (minutes)

0.6 1.2 1.8 2.4 3.0 3.6 4.2 4.8 5.4

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:19

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.4
 FUGRO PENINSULAR Borehole:P05
State of Qatar

Equipment: Edeco T-30 Start Date: 14/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229851 mQNG N 405187 mQNG
Fluid Flush: Driller : Ground Elevation: 1.52 mQNHD

Drilling Time (minutes)

0.8 1.6 2.4 3.2 4.0 4.8 5.6 6.4 7.2

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:19

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.5
 FUGRO PENINSULAR Borehole:P07
State of Qatar

Equipment: Edeco T-30 Start Date: 07/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229894 mQNG N 405201 mQNG
Fluid Flush: Driller : Ground Elevation: 1.60 mQNHD

Drilling Time (minutes)

0.8 1.6 2.4 3.2 4.0 4.8 5.6 6.4 7.2

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:20

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.6
 FUGRO PENINSULAR Borehole:P08
State of Qatar

Equipment: Edeco T-30 Start Date: 05/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229897 mQNG N 405192 mQNG
Fluid Flush: Driller : Ground Elevation: 1.60 mQNHD

Drilling Time (minutes)

0.8 1.6 2.4 3.2 4.0 4.8 5.6 6.4 7.2

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:20

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.7
 FUGRO PENINSULAR Borehole:P10
State of Qatar

Equipment: Edeco T-30 Start Date: 04/04/2011 Coordinates:

Method: Destructive Drilling Bit Diameter (mm): E 229939 mQNG N 405207 mQNG
Fluid Flush: Driller : Ground Elevation: 1.76 mQNHD

Drilling Time (minutes)

1 2 3 4 5 6 7 8 9

0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
12.5
13.0
Depth Below Groundlevel (m)

13.5
14.0
14.5
15.0
15.5
16.0
16.5
17.0
17.5
18.0
18.5
Library:FUGRO-LIB-2009B.GLB, Report Template:0 - DIAGRAPHY BOREHOLE (MANUAL RECORD), File:BHLOGS.GPJ Produced by gINT 8.2.002 on 16/05/2011 00:38:20

19.0
19.5
20.0
20.5
21.0
21.5
22.0
22.5
23.0
23.5
24.0
24.5
25.0
25.5
26.0
26.5
27.0
27.5
28.0
28.5
29.0
29.5
30.0
30.5
31.0
31.5
32.0
32.5
33.0
33.5
34.0
34.5
35.0

Remarks: Project: Geotechnical Investigation for Lusail CP-4 Processed by:

Roads and Interchanges CHV
Location: Lusail, Qatar Checked by:
Client: Halcrow
Job No.: 11-5313-QA Plate No.:
Sheet 1 of 1 A9.8
 APPENDIX B

LABORATORY TEST RESULTS

SUMMARY OF LAB TEST RESULTS PLATES B1.1 TO B1.20

PARTICLE SIZE DISTRIBUTION CURVES PLATES B2.1 TO B2.15

ATTERBERG LIMITS PLATES B3.1 TO B3.2

CHEMICAL ANALYSIS PLATES B4.1 TO B4.16

MOISTURE CONTENT PLATE B5

SHEAR BOX PLATES B6.1.1 TO B6.11.2

MAGNESIUM CONTENT PLATE B7

UNCONFINED COMPRESSIVE STRENGTH PLATE B8.1 TO B8.38

(WITHOUT MEASUREMENT OF E-MODULUS)

UNCONFINED COMPRESSIVE STRENGTH PLATES B9.1 TO B9.33

(WITH THE MEASUREMENT OF E-MODULUS)

POINT LOAD TEST PLATES B10.1 TO B10.25

TRIAXIAL TEST PLATES B11.1 TO B11.2

SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU12-101 C1 C 0.65 0.85 0.5 2.61 2.62 63.55 16980

JU12-101 C3 C 1.75 1.85 92.8 4.36

JU12-101 C5 C 2.70 2.90 2.5 2.21 2.16 13.32 2205

JU12-101 C7 C 4.30 4.40 0.07 0.37 8.8 1.19

JU12-101 C7 C 4.40 4.60 1.7 2.37 2.41 19.21

JU12-101 C8 C 5.40 5.50 4.17

JU12-101 C8 C 6.70 6.90 0.4 2.62 2.63 86 76.10

JU12-101 C9 C 7.90 8.00 3.00

JU12-101 W1 W 0.07 0.03 219 7.8 WATER SAMPLE

JU12-101 C10 C 8.60 8.80 1.3 2.36 2.39 0.06 0.02 8.7 30.81

JU12-101 C11 C 9.65 9.75 0.85

JU12-101 C12 C 10.80 11.00 2.8 2.32 2.39 37.58

JU12-101 C13 C 11.50 11.60 0.39

JU12-101 C14 C 12.70 12.80 8.6 0.35 0.04 8.7 1.49

JU12-101 C15 C 12.90 13.10 6.5 2.18 2.32 9.69

JU12-101 C19 C 14.65 14.75 0.73 0.13 8.3 0.4

JU12-101 C19 C 15.70 15.80 1.16

JU12-101 C20 C 16.30 16.37 10.0 0.06

JU12-101 C25 C 18.60 18.70 0.53

JU12-101 C26 C 18.90 19.10 9.1 2.16 2.36 35.21

JU12-101 C26 C 19.20 19.40 15.0 1.95 2.24 7.93 1692

JU12-102 S2 S 1.20 1.65 13.0 62 11 27 87 38 49 76 MV

JU12-102 C2 C 2.65 2.75 2.46

JU12-102 C5 C 4.30 4.40 1.54

JU12-102 C7 C 6.10 6.20 0.04

JU12-102 C10 C 8.10 8.20 1.85

JU12-102 C10 C 8.25 8.45 11.0 1.90 2.11 3.09

JU12-102 C10 C 8.70 8.80 0.12

JU12-102 C10 C 9.30 9.40 0.45

JU12-102 C12 C 10.90 11.10 2.1 2.41 2.46 53.85

JU12-102 C12 C 11.45 11.55 3.37 0.11 8.1 30

JU12-102 C12 C 11.75 11.95 29 1.38 1.78 1.77

JU12-102 C13 C 12.20 12.40 0.64

JU12-102 C13 C 12.80 13.00 16 1.88 2.17 7.53

JU12-102 C13 C 13.10 13.30 0.33 0.03 8.8 69.2 0.05

JU12-102 C14 C 13.50 13.60 2.05

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.1
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU12-102 C19 C 17.20 17.30 0.77

JU12-102 C19 C 17.50 17.70 14.0 1.91 2.17 11.78 3198

JU12-102 C19 C 17.90 18.10 1.66

JU12-102 C20 C 19.20 19.40 15.0 2.24 1.19 7.23 1692

JU12-102 C22 C 20.50 20.70 25.0 1.57 1.97 1.56 0.13 8.3 43.6 0.40

JU12-102 C24 C 22.90 23.00 0.04

JU12-102 C27 C 24.50 24.60 0.12

JU12-102 C29 C 25.80 26.00 19.0 1.75 2.08 0.94

JU12-102 C30 C 26.00 26.10 0.03

JU12-102 C32 C 28.30 28.40 0.04

JU12-102 C32 C 28.60 28.80 27.0 2.17 2.75 1.07

JU12-102 C34 C 29.65 29.75 0.04

JU12-103 W1 W 0.11 0.01 228 7.8 WATER SAMPLE

JU12-103 S2 S 1.20 1.65 19.6 10 50 40 78.79

JU12-103 C2 C 3.10 3.20 3.53

JU12-103 C2 C 3.20 3.25 0.58 0.05 8.8

JU12-103 C5 C 4.65 4.75 2.77

JU12-103 C11 C 8.25 8.35 2.06

JU12-103 C12 C 9.00 9.10 1.6

JU12-103 C12 C 9.75 9.85 2.79

JU12-103 C14 C 10.85 10.95 3.08

JU12-103 C15 C 11.35 11.45 2.63

JU12-103 C15 C 12.00 12.20 8.5 2.10 2.28 20.77 838

JU12-103 C15 C 12.60 12.65 1.79 0.1 8.5

JU12-103 C16 C 12.85 12.95 0.22

JU12-103 C16 C 13.50 13.55 68.79

JU12-103 C17 C 14.65 14.75 0.88

JU12-103 C19 C 16.25 16.35 0.31

JU12-103 C22 C 17.35 17.45 0.05

JU12-103 C22 C 17.70 17.90 18.0 1.58 1.87 3.27 1074

JU12-103 C22 C 17.90 17.95 0.83 0.28 8.5

JU12-103 C22 C 18.45 18.65 18.0 1.81 1.53 2.12

JU12-103 C23 C 19.15 19.25 0.16

JU12-103 C23 C 19.50 19.55 82.77

JU12-123 B1 B 0.00 1.20 10.0 28 35 37 7 30

JU12-123 S2 S 1.20 1.65 17 43 40

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.2
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU12-123 C1 C 2.45 2.55 3.23

JU12-123 C5 C 4.20 4.30 0.29 0.08 8.7 2.54

JU12-123 C5 C 4.30 4.35 86.39

JU12-123 C6 C 5.25 5.45 0.4 2.63 2.64 18.20 14903

JU12-123 C7 C 6.40 6.50 3.47

JU12-123 W1 W 4.29 0.39 7150 7.3 WATER SAMPLE

JU12-123 C8 C 7.75 7.85 0.36

JU12-123 C9 C 8.40 8.60 4.4 2.15 2.24 6.84 5171

JU12-123 C9 C 9.00 9.05 83.59

JU12-123 C9 C 9.35 9.45 1.09

JU12-123 C10 C 10.70 10.90 1.9 2.20 2.24 19.46

JU12-123 C11 C 11.50 11.60 0.39

JU12-123 C12 C 12.30 12.50 1.8 2.39 2.43 24.83

JU12-123 C15 C 13.55 13.65 0.66 0.07 8.5 0.83

JU12-123 C15 C 14.55 14.75 2.1 2.37 2.42 25.10

JU12-123 C15 C 15.00 15.05 5.2

JU12-123 C17 C 15.60 15.70 1.64

JU12-123 C18 C 16.30 16.50 5.2 2.16 2.27 10.06

JU12-123 C20 C 17.35 17.45 0.17

JU12-123 C20 C 18.20 18.40 2.5 2.09 2.14 7.23

JU12-123 C21 C 18.85 18.95 1.64

JU12-123 C21 C 19.50 19.60 1.21

JU13-119 B1 B 0.00 1.00 15 84 1 10 31

JU13-119 S2 S 1.20 1.65 3.8 5 85 10 71 0.25 0.05 9.1

JU13-119 C1 C 2.85 2.95 2.62

JU13-119 C5 C 5.60 5.70 0.08

JU13-119 C6 C 6.85 6.95 0.27

JU13-119 C6 C 7.90 8.00 0.09

JU13-119 C8 C 9.10 9.30 5.5 2.10 2.22 10.01

JU13-119 C10 C 11.20 11.40 14.0 1.63 1.86 3.79

JU13-119 C11 C 11.50 11.60 22 0.48

JU13-119 C12 C 12.10 12.30 4.93

JU13-119 C13 C 12.65 12.85 4.4 2.37 2.84 15.49 4057

JU13-119 C13 C 13.20 13.40 8.0 2.21 2.39 13.77

JU13-119 C13 C 14.00 14.10 1.01

JU13-119 C15 C 15.00 15.10 0.26

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.3
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU13-119 C15 C 15.70 15.90 17.0 1.80 2.11 2.27 124

JU13-119 C16 C 16.00 16.10 11.24 0.32 8.2 34

JU13-119 C17 C 17.15 17.35 28.0 1.54 1.98 3.02

JU13-119 C17 C 17.40 17.50 0.48

JU13-119 C20 C 21.30 21.50 85.16

JU13-119 C25 C 23.60 23.80 14.0 1.92 2.18 5.85

JU13-119 C26 C 24.30 24.40 0.17

JU13-119 C27 C 24.60 24.70 1.15

JU13-120 C2 C 3.20 3.30 76.36 0.04

JU13-120 C7 C 5.45 5.55 0.04

JU13-120 C7 C 6.20 6.30 0.06

JU13-120 C7 C 6.75 6.95 0.62 0.08 9.4 0.05

JU13-120 C9 C 7.80 7.90 0.04

JU13-120 C12 C 9.20 9.40 3.6 2.30 2.38 10.20

JU13-120 C13 C 9.80 10.00 5.0 2.19 2.30 10.22 3942

JU13-120 C15 C 10.50 10.60 0.44

JU13-120 C15 C 11.50 11.60 0.19

JU13-120 C17 C 12.70 12.80 2.81

JU13-120 C18 C 13.20 13.40 10 2.07 2.28 53.18 12.86 3505

JU13-120 C18 C 14.25 14.35 1.89 0.19 8.5 0.45

JU13-120 C20 C 15.20 15.30 0.09

JU13-120 C23 C 16.50 16.60 0.19

JU13-120 C26 C 17.95 18.05 0.21

JU13-120 C29 C 19.80 19.90 0.05

JU13-120 C32 C 21.70 21.80 0.19

JU13-120 C33 C 22.25 22.35 0.91 0.11 8.8 1.02

JU13-120 C35 C 23.00 23.10 0.02

JU13-120 C37 C 24.00 24.10 59.59 0.22

JU13-120 C37 C 24.20 24.40 13.0 1.76 1.98 5.07

JU13-124 S2 S 1.20 1.65 2 74 24

JU13-124 S3 S 2.20 2.65 12 59 29

JU13-124 W1 W 0.07 0.08 8.4 WATER SAMPLE

JU13-124 C1 C 3.55 3.65 0.4 0.2 9 2.97

JU13-124 C2 C 4.25 4.35 6.25

JU13-124 C13 C 11.80 11.90 0.79 0.09 8.9 0.02

JU13-124 C13 C 12.20 12.30 0.46

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.4
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU13-124 C14 C 12.70 12.90 4.7 2.18 2.28 12.12

JU13-124 C14 C 12.90 13.00 0.99

JU13-124 C15 C 14.25 14.35 0.95

JU13-124 C17 C 15.70 15.90 2.7 2.42 2.49 81.2 27.80

JU13-124 C18 C 16.05 16.15 2.84

JU13-124 C18 C 16.50 16.70 12.0 1.96 2.20 54 13.71

JU13-124 C18 C 16.80 17.00 0.1

JU13-124 C19 C 17.55 17.65 0.95 0.13 8.4 0.59

JU13-124 C20 C 17.65 17.85 0.29

JU13-124 C21 C 18.75 18.85 0.25

JU13-124 C21 C 19.35 19.55 15.0 1.98 2.27 4.50

JU13-124 C21 C 19.60 19.70 86.4 0.86

JU14-121 B1 B 0.00 1.20 4.0 2 75 23 20 18 2 83 ML 3 31

JU14-121 S2 S 1.20 1.65 3.0 8 86 6

JU14-121 C3 C 3.85 3.95 0.34

JU14-121 C6 C 4.80 4.90 0.12 0.41 8.9 2.64

JU14-121 C7 C 5.25 5.35 2.90

JU14-121 C9 C 7.00 7.10 1.86

JU14-121 C13 C 8.70 8.80 0.16 0.02 8.7 1.57

JU14-121 C16 C 9.95 10.05 24.0 226 99 127 ME 2.69

JU14-121 C17 C 10.70 10.80 5.03

JU14-121 C18 C 11.20 11.30 0.50

JU14-121 C20 C 12.70 12.80 0.92

JU14-121 C22 C 13.60 13.70 3.01

JU14-121 C24 C 14.25 14.35 1.95

JU14-121 C26 C 15.30 15.50 24.0 1.46 1.80 1.25 0.16 8.7 0.81 155

JU14-121 C28 C 16.00 16.25 9.59

JU14-121 C28 C 16.50 16.70 1.5 2.42 2.46 18.94

JU14-121 C28 C 17.15 17.25 0.91

JU14-121 C37 C 21.40 21.50 0.06

JU14-121 C38 C 21.90 22.00 0.06

JU14-121 C39 C 22.40 22.50 0.03

JU14-122 S2 S 1.20 1.65 8 86 6

JU14-122 S3 S 2.20 2.65 2 58 40

JU14-122 U5 U 3.65 4.40 21.5 18 44 38 32 21 11 67 CL 1.27 0.24 9 6 30

JU14-122 C1 C 7.25 7.35 0.02

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.5
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

JU14-122 C4 C 8.55 8.65 0.4 0.35 8.7 48.8 0.02

JU14-122 C8 C 11.60 11.70 0.17

JU14-122 C10 C 13.05 13.15 0.48

JU14-122 C12 C 14.60 14.70 1.35

JU14-122 C12 C 15.00 15.20 5.5 2.20 2.32 7.20 32.62

JU14-122 C13 C 15.75 15.85 0.87

JU14-122 C14 C 17.60 17.70 0.04

JU14-122 C15 C 18.30 18.40 1.59

JU14-122 C15 C 19.15 19.35 13.0 1.84 2.09 9.2 1.75 0.17 8.3 62 9.46 643

JU14-122 C16 C 19.70 19.80 0.34

JU14-122 C16 C 19.80 20.00 14.0 1.92 2.19 6.23

JU14-122 C17 C 20.55 20.75 4.5 2.33 2.44 19.29

JU14-122 C18 C 21.15 21.25 0.64

JU14-122 C20 C 22.30 22.40 0.04

JU14-122 C22 C 23.40 23.50 1.76 0.19 8.5 71.98 0.89

JU14-122 C23 C 24.35 24.45 0.03

MI-104 B1 B 0.00 1.20 39 31 30 7 28

MI-104 S3 S 2.20 2.65 22.0 17 63 20 18 16 2 71 ML

MI-104 S4 S 3.20 3.45 30.0 17 45 38 34 22 12 77 CL

MI-104 C2 C 5.70 5.80 0.26 0.05 8.6 0.10

MI-104 C5 C 7.10 7.20 2.58

MI-104 C6 C 7.50 7.70 4.1 0.51 0.49 18.75

MI-104 C6 C 7.85 7.95 3.02

MI-104 C7 C 8.65 8.75 75.98 0.04

MI-104 C19 C 17.15 17.25 4.33

MI-104 C20 C 18.40 18.50 0.09

MI-104 C21 C 19.45 19.55 72.79 1.86

MI-104 C21 C 19.90 20.00 0.04

MI-104 C22 C 20.30 20.40 0.06

MI-104 C22 C 21.15 21.25 0.07

MI-104 C23 C 21.70 21.80 0.52

MI-104 C25 C 23.30 23.40 0.14

MI-104 C26 C 23.55 23.75 2.9 2.35 2.42 26.52

MI-104 C26 C 24.05 24.15 0.89 0.1 8.5 0.75

MI-104 C27 C 25.00 25.10 0.70

MI-104 C29 C 26.15 26.25 0.73

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.6
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

MI-104 C30 C 27.40 27.50 0.03

MI-104 C32 C 29.30 29.40 0.07

MI-104 C33 C 30.65 30.75 0.05

MI-104 C34 C 31.40 31.50 36.8 0.02

MI-104 C34 C 32.65 32.85 11.0 2.06 2.28 9.29

MI-104 C35 C 33.00 33.10 0.32

MI-104 C35 C 33.90 34.00 0.07

MI-104 C36 C 34.85 34.95 4.69

MI-104 C36 C 35.10 35.30 1.7 2.55 2.59 23.14

MI-104 C39 C 37.90 38.00 0.28

MI-104 C41 C 38.80 39.00 25.0 1.56 1.95 1.73 0.21 8.6 0.19

MI-104 C41 C 39.30 39.40 0.04

MI-104 C42 C 40.10 40.30 25.0 1.62 2.02 3.41

MI-104 C42 C 40.35 40.45 0.2

MI-104 C43 C 40.65 40.85 28.0 1.52 1.95 2.64

MI-104 C43 C 42.40 42.50 0.11

MI-104 C47 C 43.00 43.50 21.0 0 17 83 36 30 6 96 MI

MI-104 C48 C 44.75 44.95 25.0 1.62 2.02 0.81

MI-104 C48 C 45.10 45.30 26 1.61 2.02 2.03

MI-104 C52 C 48.00 48.20 28.0 1.57 2.01 0.11

MI-104 C52 C 48.75 48.85 0.02

MI-104 C53 C 49.35 49.45 0.04

MI-105 S2 S 1.20 1.65 22 44 34

MI-105 S4 S 3.20 3.65 25 14 45 41 60 33 27 84 MH 1.01 0.82 8.3

MI-105 S6 S 5.20 5.65 49 23 28

MI-105 S7 S 6.20 6.65 17.0 15 52 33 94 48 46 84 ME

MI-105 C1 C 7.30 7.40 2.36

MI-105 C3 C 9.50 9.60 0.02

MI-105 C3 C 10.10 10.20 2.87

MI-105 C7 C 13.10 13.20 0.04

MI-105 C10 C 15.50 15.70 3.9 2.40 2.49 88.04 27.48

MI-105 C10 C 15.80 16.00 2.3

MI-105 C12 C 17.05 17.15 0.23

MI-105 C13 C 17.60 17.70 0.66 0.1 8.4 66 0.24

MI-105 C13 C 17.90 18.00 0.08

MI-105 C13 C 18.25 18.35 7.36

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.7
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

MI-105 C14 C 18.80 19.00 6.3 2.27 2.41 5.24

MI-105 C14 C 19.40 19.50 0.05

MI-105 C15 C 20.30 20.40 0.49 0.06 8.5 85 0.65

MI-105 C15 C 20.80 20.90 1.02

MI-105 C18 C 22.70 22.80 1.28

MI-105 C19 C 23.05 23.15 3.92

MI-105 C20 C 23.40 23.50 0.04

MI-105 C20 C 24.30 24.40 0.42

MI-105 C25 C 26.80 26.80 1.38

MI-105 C26 C 27.20 27.30 1.32

MI-105 C27 C 27.75 27.95 25 1.57 1.97 5.14

MI-105 C29 C 28.90 29.10 0.6 0.06 8.5 92 2.43

MI-105 C30 C 29.20 29.30 4.76

MI-105 C32 C 30.70 30.90 41.0 1.37 1.94 1.20

MI-105 C37 C 33.25 33.45 37.0 1.36 1.86 0.33 59

MI-105 C37 C 33.75 33.85 0.11

MI-105 C38 C 34.10 34.30 8.9 1.59 1.73 8.5 0.32

MI-106 S3 S 2.20 2.65 35.2 8 31 61 36 25 11 85 MI

MI-106 S4 S 3.20 3.65 17 37 46

MI-106 S5 S 4.20 4.60 31.0 31 27 42 201 77 124 60 ME

MI-106 C1 C 5.30 5.40 0.35 0.09 8.3

MI-106 C2 C 5.40 5.50 0.03

MI-106 C3 C 6.30 6.40 0.02

MI-106 C4 C 7.50 7.60 0.02

MI-106 C4 C 8.10 8.20 0.02

MI-106 C14 C 12.30 12.40 3.25

MI-106 C15 C 13.15 13.35 5.7 2.33 2.46 2.1 0.43 0.21 8 18.57

MI-106 C15 C 13.95 14.15 6.2 2.20 2.34 6.78 18.33

MI-106 C15 C 14.25 14.45 0.57

MI-106 C16 C 14.70 14.80 0.68

MI-106 C16 C 15.05 15.25 7.2 2.32 2.16 5.61

MI-106 C16 C 15.70 15.80 0.74

MI-106 C17 C 16.45 16.55 1.08

MI-106 C17 C 16.95 17.15 13.0 1.88 2.12 2.36

MI-106 C17 C 17.20 17.30 0.83

MI-106 C17 C 17.45 17.65 8.6 2.09 2.27 7.41

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.8
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

MI-106 C18 C 17.70 17.80 76 1.23

MI-106 C20 C 18.35 18.45 2.99

MI-106 C20 C 18.70 18.90 8.9 2.09 2.28 12.35

MI-106 C20 C 19.60 19.70 0.02

MI-106 C21 C 20.55 20.65 0.07

MI-106 C23 C 22.40 22.60 13.0 2.07 2.33 8.19 2404

MI-106 C24 C 23.10 23.30 14.0 1.97 2.24 6.25

MI-106 C24 C 23.30 23.40 1.48 0.27 8.1

MI-106 C26 C 24.60 24.70 1.98

MI-106 C27 C 26.10 26.20 0.50 0.05 8.8 81 2.34

MI-106 C31 C 27.90 28.10 34.0 1.34 1.80 0.06

MI-106 C31 C 28.20 28.40 4.21

MI-106 C32 C 29.10 29.30 4.2 2.29 2.39 11.66

MI-106 C32 C 29.50 29.60 3.47

MI-106 C33 C 30.10 30.30 74 1.25

MI-106 C33 C 30.40 30.50 2.3

C34 C 31.45 31.55 0.24

MI-106
C40 C 34.10 35.00 63 6 31 0.45 0.07 8.6
MI-106
S2 S 1.20 1.65 9.0 3 75 22 0.33 0.09 9
MI-107
U4 U 2.65 3.55 32.0 2 4 94 31 24 7 ML 55
MI-107
C1 C 5.20 5.25 2.8
MI-107
C5 C 7.80 8.00 1.1 2.55 2.58 60.04 81.43
MI-107
C6 C 8.90 9.00 0.04 0.17 8.9 2.79
MI-107
C9 C 10.30 10.40 0.17
MI-107
C9 C 11.20 11.30 11.4 2.08
MI-107
C13 C 13.60 13.70 0.04
MI-107
C18 C 15.75 15.85 0.04
MI-107
C22 C 18.65 18.75 0.02
MI-107
C23 C 20.00 20.10 0.06
MI-107
C24 C 20.60 20.70 1.27
MI-107
C26 C 21.90 22.00 0.04
MI-107
C30 C 23.70 23.80 0.03
MI-107
C34 C 26.55 26.60 1.77 0.26 8.4
MI-107
C35 C 27.10 27.30 7.7 1.65 1.78 3.31 1132
MI-107
C37 C 29.00 29.10 6.87
MI-107
C40 C 30.10 30.20 0.02
MI-107

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.9
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C42 C 31.20 31.30 0.15

MI-107
C43 C 32.20 32.30 0.83
MI-107
C45 C 33.20 33.30 2.25
MI-107
C47 C 33.80 34.00 11.0 1.79 1.99 0.16
MI-107
C48 C 34.90 35.00 0.54
MI-107
C49 C 35.30 35.50 7.8 1.97 2.12 4.03
MI-107
C51 C 36.90 37.00 0.41
MI-107
C53 C 38.20 38.25 1.47 0.18 8.7
MI-107
C54 C 39.50 39.60 0.02
MI-107
C54 C 40.00 40.20 32.0 3 17 80 36 29 7 97 MI
MI-107
C55 C 40.60 40.70 0.02
MI-107
C56 C 41.80 41.90 0.07
MI-107
C58 C 44.20 44.40 18.0 1.70 2.00 0.60
MI-107
C59 C 45.20 45.30 0.02
MI-107
C60 C 46.00 46.20 19.0 1.62 1.93 0.32
MI-107
C63 C 47.60 47.70 0.04
MI-107
C66 C 48.95 49.15 17.0 1.46 1.71 1.00
MI-107
S2 S 1.20 1.65 11 67 22
MI-108
U4 U 2.65 3.55 28.4 22 45 33 35 22 13 62 Cl 0.92 0.33 8.1 3 32
MI-108
S5 S 3.55 4.00 13 49 38
MI-108
C3 C 6.50 6.60 1.18
MI-108
C5 C 7.80 7.90 0.04
MI-108
C8 C 10.55 10.75 13.0 1.96 2.23 0.10
MI-108
C13 C 13.75 13.95 16.0 1.88 2.17 1.36
MI-108
C13 C 14.05 14.15 0.56 0.07 8.4 0.04
MI-108
C13 C 14.40 14.50 0.10
MI-108
C16 C 15.50 15.70 2.3 2.38 2.43 39.66
MI-108
C16 C 15.85 16.15 16.0 1.83 2.13 4.67 800
MI-108
C16 C 16.20 16.40 34.8
MI-108
C16 C 16.40 16.50 0.47
MI-108
C17 C 16.90 17.10 11.0 2.09 2.33 9.44
MI-108
C17 C 17.10 17.30 27.0 1.03 1.31 41.7 1.70
MI-108
C17 C 17.40 17.50 1.17 0.13 8.1 0.79
MI-108
C19 C 19.10 19.20 3.92
MI-108
C20 C 20.55 20.65 1.12
MI-108
C24 C 22.60 22.70 0.04
MI-108

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.10
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C28 C 24.20 24.70 22.0 45 14 41 52 19 33 52 CH

MI-108
C29 C 25.00 25.20 9.6 1.88 2.06 88.4 5.15
MI-108
C31 C 26.15 26.25 0.55
MI-108
C33 C 26.95 27.15 9.5 2.15 2.36 10.34
MI-108
C34 C 27.75 27.85 0.02
MI-108
C36 C 29.70 29.80 0.76 0.08 8.5 0.91
MI-108
C36 C 30.25 30.35 0.15
MI-108
C36 C 30.55 30.75 9.8 2.12 2.33 17.72
MI-108
C38 C 31.85 32.05 25.0 1.63 2.04 0.28
MI-108
C39 C 32.65 32.75 0.62 0.09 8.4 0.02
MI-108
C40 C 33.45 33.55 0.13
MI-108
C40 C 33.55 33.75 39.0 1.26 1.75 1.17
MI-108
C41 C 34.75 34.85 0.1
MI-108
S2 S 1.20 1.65 6 72 22
MI-109
U4 U 2.65 3.65 35.0 16 33 51 38 26 12 75 MI 18
MI-109
S5 S 3.65 4.10 46.0 27 10 63 106 49 57 89 ME
MI-109
C1 C 5.50 5.55 0.02
MI-109
C2 C 6.15 6.35 15.0 1.91 2.20 0.19
MI-109
C3 C 7.30 7.40 0.03
MI-109
C4 C 7.70 7.75 0.78 0.18 8.8
MI-109
C6 C 9.50 9.60 0.04
MI-109
C8 C 10.20 10.30 1.7
MI-109
C8 C 10.50 10.70 4.4 1.97 2.06 23.41
MI-109
C8 C 10.95 11.05 0.13
MI-109
C9 C 11.80 11.85 0.05
MI-109
C9 C 12.40 12.60 2.4 2.41 2.47 33.40
MI-109
C10 C 12.90 12.95 89.5
MI-109
C10 C 13.00 13.10 0.8
MI-109
C10 C 13.55 13.60 0.26 0.06 8.7
MI-109
C11 C 14.05 14.10 1.93 0.25 7.7
MI-109
C11 C 14.30 14.40 0.31
MI-109
C12 C 14.50 14.70 11.0 1.90 2.11 8.55 1023
MI-109
C12 C 15.10 15.30 9.0 2.12 2.31 61.2 14.00
MI-109
C13 C 15.90 16.00 4.2 2.29 2.39 27.60
MI-109
C15 C 17.25 17.30 0.64
MI-109
C15 C 18.15 18.25 1.01
MI-109

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.11
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C17 C 19.00 19.10 3.67

MI-109
C17 C 19.70 19.30 7.6 2.19 2.36 18.73
MI-109
C19 C 21.50 21.60 4.84
MI-109
C20 C 21.80 21.85 1.31 1.29 8.1
MI-109
C20 C 22.10 22.20 0.17
MI-109
C23 C 23.45 23.55 0.23
MI-109
C23 C 23.75 23.90 17.0 1.80 2.10 0.73
MI-109
C23 C 24.10 24.15 1.11
MI-109
C24 C 24.50 24.70 5.9 2.34 2.48 26.84
MI-109
C24 C 25.10 25.25 10.83
MI-109
C26 C 26.70 26.75 0.09
MI-109
C27 C 27.15 27.20 3.28
MI-109
C27 C 27.30 27.50 4.5 1.79 1.87 2.29
MI-109
C28 C 27.75 27.80 0.2
MI-109
C28 C 28.00 28.30 1.3 2.31 2.34 6.61 781
MI-109
C28 C 28.50 28.60 4.01
MI-109
C28 C 29.00 29.25 16.0 1.88 2.18 1.23
MI-109
C31 C 30.25 30.30 4.19
MI-109
C32 C 31.20 31.50 12.0 1.89 2.12 1.26
MI-109
C32 C 31.70 31.75 91.5 2.19
MI-109
C35 C 33.10 33.25 0.06
MI-109
C38 C 34.25 34.65 31.0 1.52 1.99 0.79
MI-109
S3 S 2.20 2.65 32.9 6 32 62
MI-110
U4 U 2.65 3.55 40.0 8 26 66 37 24 13 85 Cl 6 27
MI-110
S6 S 4.55 5.00 9 69 22 0.66 0.14 8.4
MI-110
C5 C 8.65 8.75 0.05
MI-110
C6 C 9.00 9.20 69.6
MI-110
C7 C 9.60 9.70 2.82
MI-110
C8 C 11.30 11.40 0.43
MI-110
C10 C 12.10 12.30 7.9 2.03 2.19 9.23
MI-110
C10 C 12.60 12.70 0.2
MI-110
C10 C 12.80 13.00 8.1 2.13 2.30 2.83 413
MI-110
C11 C 13.10 13.30 0.2
MI-110
C11 C 13.40 13.60 11.0 2.03 2.25 2.05 540
MI-110
C11 C 13.70 13.80 0.98 0.12 8.4 0.15
MI-110
C14 C 15.60 15.80 16.0 1.76 2.04 0.67
MI-110

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.12
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C14 C 15.90 16.00 8.9 0.07

MI-110
C14 C 16.22 16.40 38.0 1.16 1.60 0.39
MI-110
C14 C 16.50 16.60 0.04
MI-110
C15 C 17.10 17.20 0.14
MI-110
C15 C 17.50 17.70 31.0 1.55 2.03 5.04
MI-110
C20 C 21.30 21.40 2.27
MI-110
C20 C 21.70 21.90 0.7 2.62 2.64 31.58
MI-110
C21 C 22.00 22.10 1.21
MI-110
C23 C 23.40 23.60 4.8 2.37 2.48 24.77
MI-110
C24 C 23.70 23.90 10.0 1.87 2.06 7.07
MI-110
C24 C 23.95 24.05 0.02
MI-110
C24 C 24.30 24.40 1.27
MI-110
C25 C 24.60 24.75 51.6
MI-110
C26 C 26.00 26.10 1.14
MI-110
C27 C 27.20 27.30 0.13
MI-110
C29 C 29.00 29.10 3.68
MI-110
C29 C 29.20 29.40 0.5 2.62 2.63 48.36 2613
MI-110
C29 C 29.70 29.80 6.33
MI-110
C30 C 30.50 30.70 8.1 2.08 2.25 20.48
MI-110
C31 C 31.50 31.60 0.02
MI-110
C31 C 32.20 32.30 0.06
MI-110
C33 C 33.60 33.80 13.0 1.92 2.16 1.23
MI-110
C33 C 33.80 33.90 0.04
MI-110
C33 C 34.20 34.40 65.9
MI-110
C34 C 35.30 35.40 0.48 0.1 8.4 0.17
MI-110
C35 C 35.70 35.80 0.04
MI-110
C36 C 36.60 36.80 22.0 1.67 2.04 0.20
MI-110
C37 C 37.70 37.80 0.02
MI-110
C38 C 39.00 39.20 0.02
MI-110
C38 C 39.60 39.80 28.0 1.58 2.05 1.28 87
MI-110
C38 C 39.90 40.00 0.09
MI-110
C38 C 40.10 40.30 28.0 1.47 1.88 0.42
MI-110
C39 C 41.50 41.60 0.02
MI-110
C40 C 42.25 42.35 0.02
MI-110
C42 C 44.50 44.70 65.5
MI-110
C42 C 45.00 45.20 25.0 1.60 2.00 1.00
MI-110

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.13
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C43 C 45.30 45.40 0.02

MI-110
C43 C 45.70 45.80 0.02
MI-110
C44 C 46.80 47.00 0.28 0.67 8.6
MI-110
C46 C 49.00 49.30 24.0 2 10 88 33 29 4 95 ML
MI-110
U4 U 2.65 3.15 25.0 11 41 48 29 21 8 80 CL 0.54 0.13 9.1 4 31
MI-111
S5 S 3.15 3.60 0.68 0.13 8.4
MI-111
S6 S 4.15 4.60 17 63 20
MI-111
C5 C 7.90 8.00 0.17
MI-111
C7 C 9.85 9.95 0.04
MI-111
C8 C 10.40 10.60 22.0 1.69 2.60 43.2 0.03
MI-111
C11 C 12.45 12.55 0.33
MI-111
C11 C 13.40 13.60 12.0 1.99 2.22 1.53
MI-111
C12 C 13.80 13.90 0.38
MI-111
C14 C 16.15 16.35 56.0 1.11 1.74 0.25
MI-111
C14 C 16.60 19.70 76.4 0.29
MI-111
C17 C 19.30 19.40 2.53
MI-111
C18 C 20.65 20.75 0.61
MI-111
C19 C 21.25 21.34 1.46
MI-111
C20 C 21.35 21.55 8.9 2.13 2.32 7.26
MI-111
C21 C 22.05 22.25 16.0 1.84 2.13 4.64
MI-111
C21 C 22.65 22.75 2.0 2.57 0.2 8 21
MI-111
C22 C 23.45 23.65 15.0 1.86 2.14 5.32
MI-111
C23 C 24.15 24.35 14.0 1.84 2.09 10.07
MI-111
C23 C 24.55 24.65 0.25
MI-111
C24 C 25.75 25.85 0.34
MI-111
C24 C 26.20 26.30 0.02
MI-111
C24 C 26.60 26.70 0.71
MI-111
C26 C 27.50 27.60 95.6 0.04
MI-111
C26 C 28.20 28.30 0.8
MI-111
C27 C 29.40 29.50 0.35
MI-111
C28 C 30.10 30.30 19.0 1.86 2.21 82 0.13 12
MI-111
C29 C 31.60 31.70 0.02
MI-111
C29 C 31.80 32.00 23.0 1.78 2.20 0.34
MI-111
C30 C 32.40 32.50 0.02
MI-111
C30 C 32.50 32.60 0.02
MI-111
C30 C 32.65 32.75 0.02
MI-111

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.14
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C32 C 34.70 35.00 0.46 3.77 8.1 63.6

MI-111
B1 B 0.00 1.00 52 14 34
MI-112
S3 S 2.00 2.45 19.0 5 74 21
MI-112
S4 S 3.00 3.45 14 66 20
MI-112
S5 S 4.00 4.25 66 26 8
MI-112
C8 C 6.75 6.85 0.16 0.02 8.5 88.3 3.1
MI-112
C10 C 7.40 7.60 3.4 2.17 2.24 4.91
MI-112
C12 C 9.10 9.30 1.9 1.95 1.99 34.73
MI-112
C17 C 12.35 12.45 0.02
MI-112
C19 C 13.35 13.45 0.04
MI-112
C21 C 14.35 14.45 0.09
MI-112
C23 C 14.75 14.85 4.13
MI-112
C23 C 14.80 15.10 3.14
MI-112
C24 C 15.20 15.30 75.5 0.07
MI-112
C27 C 16.70 16.90 6.0 2.21 2.34 72.3 7.79
MI-112
C27 C 17.20 17.30 0.17
MI-112
C28 C 18.50 18.60 0.27
MI-112
C28 C 18.75 18.95 2.3 2.39 2.45 17.18
MI-112
C29 C 19.70 19.80 1.67 0.27 8.7
MI-112
C30 C 20.00 20.10 0.74
MI-112
C31 C 20.55 20.65 0.5 0.05 8.8 1.13
MI-112
C31 C 20.90 21.00 1.96
MI-112
C32 C 22.00 22.10 1.49
MI-112
C35 C 24.15 24.25 0.02
MI-112
C37 C 25.00 25.10 0.05
MI-112
C38 C 25.45 25.55 0.19
MI-112
C41 C 27.15 27.25 0.24
MI-112
C42 C 27.75 27.85 0.08
MI-112
C44 C 28.75 28.85 0.07
MI-112
C47 C 29.85 30.05 16.0 1.84 2.14 8.59
MI-112
C47 C 30.30 30.50 9.2 1.80 1.96 7.38 623
MI-112
C48 C 30.70 30.90 0.02
MI-112
C51 C 32.50 32.70 64.0 1.05 1.71 0.21
MI-112
C51 C 33.00 33.20 20.0 1.39 1.66 0.59
MI-112
C55 C 35.10 35.60 89.9
MI-112
C60 C 38.00 38.20 27.0 1.45 1.84 0.84
MI-112

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.15
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

C66 C 40.80 41.00 0.28 0.11 8

MI-112
C67 C 41.30 41.40 0.31
MI-112
C74 C 44.80 45.00 88.7
MI-112
C82 C 48.80 49.00 0.41 0.29 7.4
MI-112
S3 S 2.20 2.65 9 63 28
MI-113
U4 U 2.65 3.55 11.0 11 30 59 35 25 10 81 MI 0.72 0.18 8.8
MI-113

MI-113
W1 W 0.5 0.01 8.3 WATER SAMPLE

C3 C 6.85 6.95 1.27

MI-113
C4 C 7.05 7.15 0.32 0.07 9 77.6
MI-113
C6 C 9.05 9.25 2.7 2.33 2.39 5.39
MI-113
C7 C 9.95 10.05 3.16
MI-113
C8 C 11.00 11.20 12.0 1.81 2.02 1.01 0.11 9.1 0.68
MI-113
C8 C 12.10 12.20 1.94
MI-113
C10 C 13.45 13.55 0.41
MI-113
C10 C 14.35 14.45 0.24
MI-113
C11 C 15.30 15.40 0.11
MI-113
C12 C 15.80 15.90 0.74
MI-113
C13 C 16.55 16.75 7.0 2.11 2.26 15.95
MI-113
C14 C 17.40 17.50 88.4
MI-113
C14 C 17.60 17.70 0.07
MI-113
C15 C 18.90 19.00 1.57
MI-113
C16 C 20.10 20.20 0.66
MI-113
C17 C 21.00 21.20 0.6 2.59 2.61 22.83
MI-113
C18 C 22.10 22.20 0.89
MI-113
C18 C 22.40 22.60 20.0 1.89 2.26 0.49
MI-113
C18 C 23.00 23.10 0.52
MI-113
C19 C 23.65 23.85 16.0 1.77 2.06 2.12
MI-113
C20 C 25.00 25.10 1.01 0.2 8.3 48.4 0.08
MI-113
C20 C 25.10 25.20 21.0 1.73 2.10 1.06
MI-113
C21 C 26.35 26.45 0.54
MI-113
C21 C 27.50 27.70
MI-113
C22 C 28.40 28.50 0.09
MI-113
C24 C 29.30 29.40 0.35
MI-113
C24 C 29.90 30.00 0.06
MI-113
B1 B 0.00 1.00 7 32
MI-114

MI-114
W1 W 38.7 3.51 7.4 WATER SAMPLE

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.16
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

S2 S 1.20 1.65 6.1 15 70 15

MI-114
S3 S 2.20 2.65 19.4 7 72 21
MI-114

MI-114 S4 S 3.20 3.65 30.4 15 33 52 33 24 9 76 ML

S5 S 4.20 4.65 25.0 52 15 33 227 99 128 50 ME 72.3

MI-114
S6 S 5.20 5.55 55 12 33 0.32 0.26 8.8
MI-114
C5 C 7.75 7.85 2.67
MI-114
C5 C 8.40 8.50 0.89
MI-114
C7 C 9.10 9.20 0.15
MI-114
C7 C 9.35 9.45 0.77 0.13 9.4 69.1
MI-114
C8 C 10.50 10.70 5.3 2.23 2.35 7.85
MI-114
C10 C 12.60 12.70 0.08
MI-114
C12 C 14.80 15.00 3.27
MI-114
C13 C 15.60 15.70 1.67
MI-114
C14 C 16.20 16.40 17.0 1.79 2.09 3.21
MI-114
C14 C 16.90 17.00 0.96 0.11 8.6 0.07
MI-114
C15 C 17.30 17.50 28.0 1.49 1.91 2.80
MI-114
C15 C 17.70 17.80 0.21
MI-114
C16 C 18.40 18.60 17.0 1.81 2.12 0.81
MI-114
C16 C 18.60 18.70 0.06
MI-114
C16 C 19.05 19.15 0.02
MI-114
C19 C 21.70 21.80 0.83
MI-114
C20 C 22.35 22.45 5.08
MI-114
C20 C 23.20 23.30 0.05
MI-114
C21 C 23.60 23.70 0.45
MI-114
C21 C 23.95 24.05 2.12
MI-114
C23 C 25.00 25.10 1.77
MI-114
C23 C 25.20 25.40 13.0 1.89 2.14 10.02
MI-114
C24 C 26.20 26.40 18.0 1.88 2.22 0.44
MI-114
C24 C 26.85 26.95 0.94
MI-114
C25 C 27.45 27.55 0.02
MI-114
C26 C 28.50 28.70 6.0 2.21 2.34 67.8 15.03
MI-114
C26 C 28.80 28.90 3.12
MI-114
C27 C 29.40 29.60 4.0 2.42 2.52 47.19
MI-114
C27 C 29.70 29.80 1.07
MI-114
B1 B 0.00 1.00 4.3 49 39 12
MI-115
S2 S 1.00 1.45 12.5 23 36 41
MI-115

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.17
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

S3 S 2.00 2.45 13.5 10 47 43 24 16 8 87 CL

MI-115
S4 S 2.80 3.00 23.2 40 25 35 41 27 17 65 MI 0.2 0.15 8.3
MI-115
C3 C 4.00 4.20 5.9 2.30 2.43 8.84
MI-115
C3 C 4.80 4.90 0.08
MI-115
C3 C 5.05 5.10 0.13
MI-115
C4 C 6.40 6.50 0.87
MI-115
C6 C 8.40 8.50 0.81 0.11 8.7 0.02
MI-115
C7 C 9.35 9.55 12.0 2.01 2.24 0.19
MI-115
C9 C 10.20 10.30 48.8
MI-115
C9 C 10.85 10.95 3.42
MI-115
C10 C 11.50 11.60 0.05
MI-115
C12 C 13.30 13.50 8.0 2.06 2.22 2.68
MI-115
C12 C 14.00 14.10 0.6 0.08 8.9 0.25
MI-115
C13 C 14.85 15.05 6.9 2.18 2.33 4.24 623
MI-115
C13 C 15.30 15.40 0.14
MI-115
C15 C 16.15 16.35 3.2 2.47 2.55 23.95
MI-115
C15 C 16.40 16.50 0.54
MI-115
C15 C 17.30 17.50 19.0 1.71 2.03 45.1 4.44 183
MI-115
C16 C 17.60 17.70 0.84
MI-115
C16 C 17.75 17.95 20.0 1.66 2.00 2.65
MI-115
C16 C 18.25 18.45 14.0 1.91 2.18 5.92
MI-115
C16 C 18.65 18.75 1.02
MI-115
C17 C 19.35 19.45 0.06
MI-115
C18 C 19.75 19.95 15.0 1.96 2.25 5.93
MI-115
C18 C 20.50 20.60 0.06
MI-115
C19 C 21.80 21.90 0.61
MI-115
C19 C 22.05 22.25 15.0 1.88 2.05 8.01
MI-115
C20 C 23.30 23.55 12.0 2.05 2.29 0.39 0.05 8.7 10.45
MI-115
C21 C 25.15 25.25 0.77
MI-115

MI-115 C24 C 28.00 28.1 0.07

MI-115 C26 C 29.60 29.70 0.06

MI-115 C28 C 31.10 31.30 11.0 2.03 2.25 10.66

MI-115 C28 C 31.40 31.50 1.1

MI-115 C31 C 33.90 34.10 33.0 1.31 1.74 1.30

MI-115 C31 C 34.30 34.40 3.2

MI-115 C31 C 34.80 35.00 15.0 1.95 2.24 2.81

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.18
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

MI-125 B1 B 0.50 0.90 7.2 37 40 23 9 30

MI-125 S3 S 2.00 2.45 18.7 14 71 15 0.3 0.06 8.4

MI-125 C2 C 3.70 3.90 0.8 2.57 2.59 40.02

MI-125 C3 C 5.05 5.15 2.38

MI-125 C4 C 5.60 5.70 88.5

MI-125 C5 C 5.80 6.00 0.8 2.61 2.63 42.17 9888

MI-125 C6 C 6.95 7.15 0.8 2.58 2.60 51.46

MI-125 C6 C 7.45 7.55 0.21 0.03 8.5 3.45

MI-125 C7 C 9.10 9.20 2.94

MI-125 C11 C 12.00 12.20 2.2 2.32 2.37 59.23

MI-125 C11 C 12.80 12.90 1.29

MI-125 C12 C 13.15 13.25 0.23 0.04 8.3 2.25

MI-125 C13 C 14.50 14.70 0.1

MI-125 C13 C 14.80 14.90 0.13

MI-125 C13 C 15.10 15.30 21.0 1.74 2.10 2.15 374

MI-125 C14 C 15.90 16.00 32.3

MI-125 C14 C 16.25 16.35 0.44

MI-125 C17 C 19.05 19.25 5.33

MI-125 C18 C 20.20 20.30 0.32

MI-125 C19 C 20.80 21.00 1.07

MI-125 C19 C 21.15 21.25 0.16

MI-125 C20 C 23.20 23.30 0.22

MI-125 C22 C 25.80 25.90 0.1

MI-125 C22 C 26.00 26.10 40.1

MI-125 C23 C 26.30 26.40 0.28

MI-125 C23 C 26.80 27.00 3.20

MI-125 C26 C 29.00 29.10 0.05

MI-126 B1 B 0.40 0.80 54 27 19 10 27

MI-126 C2 C 2.20 2.25 73.8

MI-126 S3 S 2.25 2.70 20.0 33 20 47 139 66 73 69 ME 0.46 0.1 8.9

MI-126 C3 C 3.25 3.35 2.72

MI-126 C6 C 5.65 5.85 22.20

MI-126 C7 C 7.10 7.20 0.17

MI-126 C9 C 8.75 8.95 29.91

MI-126 C9 C 8.90 9.00 0.42 0.03 8.4 0.17

MI-126 C11 C 10.60 10.70 63.7

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.19
SUMMARY OF LABORATORY TEST RESULTS

Sample Density Particle Size Distribution Atterberg limits Chemical Analysis Triaxial Shear Box Rock Properties

Moisture Content
Specimen Base Depth (m)
Specimen Top Depth (m)
Identification

Undrained Shear

Angle of Friction
Water Soil Peak Point Load index

Elastic Modulus
Particle Density

Plasticity Index

Percentage Passing

Compressive
Bulk Density

Plastic Limit
Dry Density

Liquid Limit

Unconfined
Cohesion
Intercept
Sample Type

Strength

Strength
425μm Sieve
Sample No.

Resistance
Acid Soluble Water Soluble Carbonate Content

Total Dissolved

Diametral
Cohesion
Silt / Clay

Intercept
Chloride as Cl

Angle of
Gravel

Magnesium
Sand

Axial
Remarks

Content
Sulphate

*Class

Solids

Chloride as

Chloride as

as CaCO3
Sulphate

Sulphate
as SO3
as SO3

as CO2
(mg/L)
Borehole No. as SO3 pH pH

Cl

Cl
w Gs γd γ LL PL PI UU φ' c c φ' UCS EM IS/(50) IS/(50)

(%) (Mg/m³) (Mg/m³) (Mg/m³) (%) (%) (%) (%) (%) (%) (%) (g/L) (mg/L) (g/L) (g/L) (%) (%) (%) (%) (%) (%) (kPa) (deg) (kPa) (kPa) (deg) (MPa) (MPa) (MPa) (MPa)

MI-126 C12 C 11.70 11.90 28.83

MI-126 C12 C 12.70 12.80 1.04

MI-126 C13 C 13.10 13.30 25.29

MI-126 C15 C 14.75 14.85 3.12

MI-126 C15 C 15.35 15.45 0.15 0.02 8.3 82.8 2.61

MI-126 C16 C 15.55 15.65 0.05

MI-126 C18 C 16.50 16.70 13.59

MI-126 C20 C 19.20 19.30 0.02

MI-126 C21 C 20.80 21.00 3.03

MI-126 C22 C 22.10 22.30 8.81

MI-126 C23 C 23.40 23.50 0.02

MI-126 C26 C 25.35 25.45 0.21

MI-126 C26 C 25.80 26.00 4.62

MI-126 C26 C 25.90 26.00 0.15

MI-126 C29 C 28.30 28.50 1.26

MI-126 C30 C 28.75 28.95 0.13

Laboratory Manager
10-5313-QA Note: Sample Type; D = small disturbed sample, U = undisturbed sample, B = bulk disturbed sample, C = core sample ; [* Atterberg Limits, N/P = Non Plastic] Plate: B1.20
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/05/11 to 14/05/11 Lab. Report No.: 05273
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-3421
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: KBH
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU12-102 S2-SP1 1.20 X 62% 11% 27% very silty/clayey, sandy, GRAVEL
JU12-103 S2-SP1 1.20 O 10% 50% 40% slightly gravelly, sandy, SILT/CLAY
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU12-123 B1-SP1 0.00 X 28% 35% 37% slightly gravelly, sandy, SILT/CLAY
JU12-123 S2-SP1 1.20 O 17% 43% 40% slightly gravelly, sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.1

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/05/11 to 14/05/11 Lab. Report No.: 05274
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-3449
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: KBH
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU13-119 B1-SP1 0.00 X 15% 84% 1% gravelly, SAND
JU13-119 S2-SP1 1.20 O 5% 85% 10% silty/clayey, slightly gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU13-124 S2-SP1 1.20 X 2% 74% 24% very silty/clayey, SAND
JU13-124 S3-SP1 2.20 O 12% 59% 29% very silty/clayey, gravelly, SAND

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.2

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/05/11 to 14/05/11 Lab. Report No.: 05275
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-3175
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: KBH
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU14-121 B1-SP1 0.00 X 2% 75% 23% very silty/clayey, SAND
JU14-121 S2-SP1 1.20 O 8% 86% 6% silty/clayey, gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU14-122 S2-SP1 1.20 X 8% 86% 6% silty/clayey, gravelly, SAND
JU14-122 S3-SP1 2.20 O 2% 58% 40% sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.3

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 11/05/11 to 13/05/11 Lab. Report No.: 05276
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-3157
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: CMB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
JU14-122 U5-SP1 3.65 X 18% 44% 38% slightly gravelly, sandy, SILT/CLAY
MI-104 B1-SP1 0.00 O 39% 31% 30% very silty/clayey, very sandy, GRAVEL
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-104 S3-SP1 2.20 X 17% 63% 20% silty/clayey, gravelly, SAND
MI-104 S4-SP1 3.20 O 17% 45% 38% slightly gravelly, sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.4

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/05/11 to 14/05/11 Lab. Report No.: 05277
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-3128
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: CMB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-104 C47-SP1 43.00 X 0% 17% 83% slightly sandy, SILT/CLAY
MI-105 S2-SP1 1.20 O 22% 44% 34% very silty/clayey, very gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-105 S4-SP1 3.20 X 14% 45% 41% slightly gravelly, sandy, SILT/CLAY
MI-105 S6-SP1 5.20 O 49% 23% 28% very silty/clayey, very sandy, GRAVEL

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.5

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/04/11 to 16/04/11 Lab. Report No.: 05278
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2413
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: CMB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-105 S7-SP1 6.20 X 15% 52% 33% very silty/clayey, gravelly, SAND
MI-106 S3-SP1 2.20 O 8% 31% 61% slightly gravelly, slightly sandy, SILT/CLAY
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-106 S4-SP1 3.20 X 17% 37% 46% slightly gravelly, sandy, SILT/CLAY
MI-106 S5-SP1 4.20 O 31% 27% 42% slightly gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.6

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/05/11 to 14/05/11 Lab. Report No.: 05279
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2173
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: CMB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-106 C40-SP1 34.10 X 63% 6% 31% very silty/clayey, sandy, GRAVEL
MI-107 S2-SP1 1.20 O 3% 75% 22% very silty/clayey, slightly gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-107 U4-SP1 2.65 X 2% 4% 94% slightly sandy, SILT/CLAY
MI-107 C54-SP2 40.00 O 3% 17% 80% slightly gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.7

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 06/04/11 to 12/04/11 Lab. Report No.: 05280
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2174
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: NY
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-108 S2-SP1 1.20 X 11% 67% 22% very silty/clayey, gravelly, SAND
MI-108 U4-SP1 2.65 O 22% 45% 33% very silty/clayey, very gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-108 S5-SP1 3.55 X 13% 49% 38% slightly gravelly, sandy, SILT/CLAY
MI-108 C28-SP1 24.20 O 45% 14% 41% gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.8

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 24/04/11 to 26/04/11 Lab. Report No.: 05281
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2705
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: KBH
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-109 S2-SP1 1.20 X 6% 72% 22% very silty/clayey, gravelly, SAND
MI-109 U4-SP1 2.65 O 16% 33% 51% slightly gravelly, slightly sandy, SILT/CLAY
0.063

0.150
0.212
0.300

0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-109 S5-SP1 3.65 X 27% 10% 63% slightly gravelly, slightly sandy, SILT/CLAY
MI-110 S3-SP1 2.20 O 6% 32% 62% slightly gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.9

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 10/04/11 to 12/04/11 Lab. Report No.: 05282
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2233
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: NY
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-110 U4-SP1 2.65 X 8% 26% 66% slightly gravelly, slightly sandy, SILT/CLAY
MI-110 S6-SP1 4.55 O 9% 69% 22% very silty/clayey, gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-110 C46-SP1 49.00 X 2% 10% 88% slightly sandy, SILT/CLAY
MI-111 U4-SP1 2.65 O 11% 41% 48% slightly gravelly, sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.10

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 13/04/11 to 16/04/11 Lab. Report No.: 05283
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-2443
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: PLS
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-111 S6-SP1 4.15 X 17% 63% 20% silty/clayey, gravelly, SAND
MI-112 B1-SP1 0.00 O 52% 14% 34% very silty/clayey, sandy, GRAVEL
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-112 S3-SP1 2.00 X 5% 74% 21% very silty/clayey, slightly gravelly, SAND
MI-112 S4-SP1 3.00 O 14% 66% 20% silty/clayey, gravelly, SAND

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.11

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 28/03/11 to 30/03/11 Lab. Report No.: 05284
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-1868
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: KBH
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-112 S5-SP1 4.00 X 66% 26% 8% silty/clayey, very sandy, GRAVEL
MI-113 S3-SP1 2.20 O 9% 63% 28% very silty/clayey, gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-113 U4-SP1 2.65 X 11% 30% 59% slightly gravelly, slightly sandy, SILT/CLAY
MI-114 S2-SP1 1.20 O 15% 70% 15% silty/clayey, gravelly, SAND

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.12

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 27/03/11 to 29/03/11 Lab. Report No.: 05285
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-1751
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: PLS/JB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-114 S3-SP1 2.20 X 7% 72% 21% very silty/clayey, gravelly, SAND
MI-114 S4-SP1 3.20 O 15% 33% 52% slightly gravelly, slightly sandy, SILT/CLAY
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-114 S5-SP1 4.20 X 52% 15% 33% very silty/clayey, sandy, GRAVEL
MI-114 S6-SP1 5.20 O 55% 12% 33% very silty/clayey, sandy, GRAVEL

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.13

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 27/03/11 to 29/03/11 Lab. Report No.: 05286
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-1786
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: PLS/JB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-115 B1-SP1 0.00 X 49% 39% 12% silty/clayey, very sandy, GRAVEL
MI-115 S2-SP1 1.00 O 23% 36% 41% slightly gravelly, sandy, SILT/CLAY
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-115 S3-SP1 2.00 X 10% 47% 43% slightly gravelly, sandy, SILT/CLAY
MI-115 S4-SP1 2.80 O 40% 25% 35% gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.14

GEO-soil-003-C
 PARTICLE SIZE DISTRIBUTION
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information
Date of test : 20/03/11 to 22/03/11 Lab. Report No.: 05287
Test location : FUGRO PENINSULAR, P.O.Box 47167, Doha Report Date: 26/05/11
Test method used : BS 1377: Part 2: 1990 Clause 9.2
Test method variation : None Lab Sample No. : 11-1586
Sample preparation : BS 1377: Part 1: 1990 Clause 7.3 & 7.4.5 Tested by: PLS/JB
Pretreatment method : None
Please note the descriptive term is based on BS 5930: 1999 and is determined from particle size only, it does not differentiate between soil particles and shell fragments.

0.063

0.150
0.212

0.300
0.425
0.600

1.18

3.35

37.5
6.3
BS aperture size - mm

10
14

20
28

50
63
75
2

5
100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-125 B1-SP1 0.50 X 37% 40% 23% very silty/clayey, SAND & GRAVEL
MI-125 S3-SP1 2.00 O 14% 71% 15% silty/clayey, gravelly, SAND
0.063

0.150
0.212
0.300
0.425
0.600

1.18

3.35

37.5
6.3

BS aperture size - mm
10
14

20
28

50
63
75
2

100
90
Percentage Passing

80
70
60
50
40
30
20
10
0
Silt Sand Gravel
Clay
fine medium coarse fine medium coarse fine medium coarse
0.002 0.006 0.02 0.06 0.2 0.6 2.0 6.0 20 60
Particle Size - mm

Borehole ID No. Depth (m) Curve Gravel Sand Silt/Clay Descriptive Term (BS 5930)
MI-126 B1-SP1 0.40 X 54% 27% 19% silty/clayey, very sandy, GRAVEL
MI-126 S3-SP1 2.25 O 33% 20% 47% slightly gravelly, slightly sandy, SILT/CLAY

Note : ID No represents the combination of sample and specimen number (i.e. Sample No - Specimen No)

Laboratory Manager

Project No. 11-5313-QA Plate: B2.15

GEO-soil-003-C
DETERMINATION OF SOIL ATTERBERG LIMITS
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 20/03/11 to 22/03/11 Lab. Report No. 05315

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date 26/05/2011
Test method (liquid) : BS 1377:Part 2:1990 C|. 4.3 Amd 9027: 1996
Test method (plastic) : BS 1377:Part 2:1990 C|.5.3 Amd 9027: 1996
Test method (MC) : BS 1377:Part 2:1990 C|.3.2 Amd 9027: 1996 Lab. Sample No.: 11-3421
Method of preparation : see sample history column below Tested by: CMB
Visual description : soil sample

Test Result

Trial Sample Specimen Spec. Sample Natural Retained Liquid Plastic Plasticity Class
Pit No. No. Average History Moisture 425μm Limit Limit Index BS5930
No. Depth Content sieve
(m) (%) (%) (%) (%)

JU12-102 S2 1 1.43 after wet sieving 13 76 87 38 49 MV

JU13-119 S2 1 1.43 after wet sieving 3.8 71
JU14-121 B1 1 0.60 after wet sieving 4.0 83 20 18 2 ML
JU14-121 C16 1 16.13 after wet sieving 24 226 99 127 ME
JU14-122 U5 1 4.03 after wet sieving 22 67 32 21 11 CL
MI-104 S3 1 2.43 after wet sieving 22 71 18 16 2 ML
MI-104 S4 1 3.33 after wet sieving 30 77 34 22 12 CL
MI-104 C47 1 43.25 after wet sieving 21 96 36 30 6 MI
MI-105 S4 1 3.43 after wet sieving 25 84 60 33 27 MH
MI-105 S7 1 6.43 after wet sieving 17 84 94 48 46 ME
MI-106 S3 1 2.43 after wet sieving 35 85 36 25 11 MI
MI-106 S5 1 4.40 after wet sieving 31 60 201 77 124 ME
MI-107 U4 1 3.10 after wet sieving 32 31 24 7 ML
MI-107 C54 1 40.10 after wet sieving 32 97 36 29 7 MI
MI-108 U4 1 3.10 after wet sieving 28 62 35 22 13 CI
MI-108 C28 1 24.45 after wet sieving 22 52 52 19 33 CH
MI-109 U4 1 3.15 after wet sieving 35 75 38 26 12 MI
MI-109 S5 1 3.88 after wet sieving 46 89 106 49 57 ME
MI-110 U4 1 3.10 after wet sieving 40 85 37 24 13 CI
MI-110 C46 1 49.00 after wet sieving 24 95 33 29 4 ML
MI-111 U4 1 2.90 after wet sieving 25 80 29 21 8 CL
MI-113 U4 1 3.10 after wet sieving 11 81 35 25 10 MI
MI-114 S4 1 3.43 after wet sieving 30 76 33 24 9 ML
MI-114 S5 1 4.43 after wet sieving 25 50 227 99 128 ME
MI-115 S3 1 2.23 after wet sieving 13 87 24 16 8 CL

Notes:
U = undisturbed sample L = Low plasticity
D = disturbed sample I = Intermediate plasticity
= Non-plastic H = High plasticity
M = Silt V = Very high plasticity
C = Clay E = Extremely high plasticity

Laboratory Manager
Project No. 11-5313-QA Plate: B3.1
DETERMINATION OF SOIL ATTERBERG LIMITS
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 20/03/11 to 22/03/11 Lab. Report No. 05316

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date 26/05/2011
Test method (liquid) : BS 1377:Part 2:1990 C|. 4.3 Amd 9027: 1996
Test method (plastic) : BS 1377:Part 2:1990 C|.5.3 Amd 9027: 1996
Test method (MC) : BS 1377:Part 2:1990 C|.3.2 Amd 9027: 1996 Lab. Sample No.: 11-1789
Method of preparation : see sample history column below Tested by: CMB
Visual description : soil sample

Test Result

Trial Sample Specimen Spec. Sample Natural Retained Liquid Plastic Plasticity Class
Pit No. No. Average History Moisture 425μm Limit Limit Index BS5930
No. Depth Content sieve
(m) (%) (%) (%) (%)

MI-115 S4 1 2.90 after wet sieving 23 65 41 27 14 MI

MI-126 S3 1 2.48 after wet sieving 20 69 139 66 73 ME

Notes:
U = undisturbed sample L = Low plasticity
D = disturbed sample I = Intermediate plasticity
NP = Non-plastic H = High plasticity
M = Silt V = Very high plasticity
C = Clay E = Extremely high plasticity

Laboratory Manager
Project No. 11-5313-QA Plate: B3.2
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05289

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-3007
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

JU12-101 C3 1 1.75 C - - - - - - - 93 -
JU12-101 C7 1 4.30 C - 0.07 - 0.37 - 8.8 - - -
JU12-101 C8 2 6.70 C - - - - - - - 86 -
JU12-101 C10 1 8.60 C - - 0.06 - 0.02 8.7 - - -
JU12-101 C14 1 12.70 C - - 0.35 - 0.04 8.7 - - -
JU12-101 C19 1 14.65 C - - 0.73 - 0.13 8.3 - - -
JU12-101 C20 1 16.30 C - - - - - - - 10 -
JU12-102 C12 2 11.45 C - - 3.37 - 0.11 8.1 - 30 -
JU12-102 C13 3 13.10 C - - 0.33 - 0.03 8.8 - 69 -
JU12-102 C22 1 20.50 C - - 1.56 - 0.13 8.3 - 44 -
JU12-102 C29 1 25.80 C - - - - - - - 68 -
JU12-103 S2 1 1.20 S - - - - - - - 79 -
JU12-103 C2 1 3.20 C - - 0.58 - 0.05 8.8 - - -
JU12-103 C15 2 12.60 C - - 1.79 - 0.10 8.5 - - -
JU12-103 C16 2 13.55 C - - - - - - - 69 -
JU12-103 C22 1 17.90 C - - 0.83 - 0.28 8.5 - - -
JU12-103 C23 2 19.50 C - - - - - - - 83 -
JU12-123 C5 1 4.20 C - - 0.29 - 0.08 8.7 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.1

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05290

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-3047
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

JU12-123 C5 2 4.30 C - - - - - - - 86 -
JU12-123 C9 2 9.00 C - - - - - - - 84 -
JU12-123 C15 1 13.55 C - - 0.66 - 0.07 8.5 - - -
JU12-123 C15 3 15.00 C - - - - - - - 5 -
JU13-119 S2 1 1.20 S - - 0.25 - 0.05 9.1 - - -
JU13-119 C11 1 11.50 C - - - - - - - 22 -
JU13-119 C16 1 16.00 C - - 11.24 - 0.32 8.2 - 34 -
JU13-119 C20 1 21.30 C - - - - - - - 85 -
JU13-120 C7 1 3.20 C - - - - - - - - 76.4
JU13-120 C7 3 6.75 C - - 0.62 - 0.08 9.4 - - -
JU13-120 C18 1 13.20 C - - - - - - - - 53.2
JU13-120 C18 2 14.25 C - - 1.89 - 0.19 8.5 - - -
JU13-120 C33 1 22.25 C - - 0.91 - 0.11 8.8 - - -
JU13-120 C37 1 24.00 C - - - - - - - - 59.6
JU13-124 C1 1 3.55 C - 0.40 - 0.20 - 9.0 - - -
JU13-124 C13 1 11.80 C - - 0.79 - 0.09 8.9 - - -
JU13-124 C17 1 15.70 C - - - - - - - - 81.2
JU13-124 C18 2 16.50 C - - - - - - - - 54.0

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.2

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05291

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-3208
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

JU13-124 C19 1 17.55 C - - 0.95 - 0.13 8.4 - - -

JU13-124 C21 2 19.60 C - - - - - - - - 86.4
JU14-121 C6 1 4.80 C - 0.12 - 0.41 - 8.9 - - -
JU14-121 C13 1 8.70 C - - 0.16 - 0.02 8.7 - - -
JU14-121 C26 1 15.50 C - - 1.25 - 0.16 8.7 - - -
JU14-121 C28 1 16.00 C - - - - - - - - 9.6
JU14-122 U5 1 3.65 U - - 1.27 - 0.24 9.0 - - -
JU14-122 C4 1 8.55 C - 0.40 - 0.35 - 8.7 - 49 -
JU14-122 C15 2 19.15 C - - 1.75 - 0.17 8.3 - 62 -
JU14-122 C22 1 23.40 C - - 1.76 - 0.19 8.5 - 72 -
MI-104 C2 1 5.70 C - - 0.26 - 0.05 8.6 - - -
MI-104 C7 1 8.65 C - - - - - - - 76 -
MI-104 C21 1 19.45 C - - - - - - - 73 -
MI-104 C26 2 24.05 C - - 0.89 - 0.10 8.5 - - -
MI-104 C34 1 31.40 C - - - - - - - 37 -
MI-104 C41 1 38.80 C - - 1.73 - 0.21 8.6 - - -
MI-105 S4 1 3.20 S - 1.01 - 0.82 - 8.3 - - -
MI-105 C10 1 15.50 C - - - - - - - 88 -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.3

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05292

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-2421
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-105 C13 1 17.60 C - - 0.66 - 0.10 8.4 - 66 -

MI-105 C15 1 20.30 C - - 0.49 - 0.06 8.5 - 85 -
MI-105 C29 1 28.90 C - - 0.60 - 0.06 8.5 - 92 -
MI-105 C38 1 34.10 C - - - - - - - 8 -
MI-106 C1 1 5.30 C - - 0.35 - 0.09 8.3 - - -
MI-106 C15 1 13.15 C - - 0.43 - 0.21 8.0 - - -
MI-106 C18 1 17.70 C - - - - - - - 76 -
MI-106 C24 1 23.30 C - - 1.48 - 0.27 8.1 - - -
MI-106 C27 1 26.10 C - - 0.50 - 0.05 8.8 - 81 -
MI-106 C33 1 30.10 C - - - - - - - 74 -
MI-106 C40 1 34.10 C - - 0.45 - 0.07 8.6 - - -
MI-107 S2 1 1.20 S - - 0.33 - 0.09 9.0 - - -
MI-107 C1 1 5.20 C - - - - - - - 3 -
MI-107 C6 1 8.90 C - 0.04 - 0.17 - 8.9 - - -
MI-107 C9 2 11.20 C - - - - - - - 88 -
MI-107 C34 1 26.55 C - - 1.77 - 0.26 8.4 - - -
MI-107 C53 1 38.20 C - - 1.47 - 0.18 8.7 - - -
MI-108 U4 1 2.65 U - 0.92 - 0.33 - 8.1 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.4

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05293

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-2181
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-108 C13 2 14.05 C - - 0.56 - 0.07 8.4 - - -

MI-108 C16 3 16.20 C - - - - - - - 35 -
MI-108 C17 2 17.10 C - - - - - - - 42 -
MI-108 C17 3 17.40 C - - 1.17 - 0.13 8.1 - - -
MI-108 C29 1 25.00 C - - - - - - - 88 -
MI-108 C36 1 29.70 C - - 0.76 - 0.08 8.5 - - -
MI-108 C39 1 32.65 C - - 0.62 - 0.09 8.4 - - -
MI-109 C4 1 7.70 C - - 0.78 - 0.18 8.8 - - -
MI-109 C10 1 12.90 C - - - - - - - 89 -
MI-109 C10 3 13.55 C - - 0.26 - 0.06 8.7 - - -
MI-109 C11 1 14.05 C - - 1.93 - 0.25 7.7 - - -
MI-109 C12 2 15.10 C - - - - - - - 61 -
MI-109 C20 1 21.80 C - 1.31 - 1.29 - 8.1 - - -
MI-109 C32 2 31.70 C - - - - - - - 92 -
MI-110 S6 1 4.55 S - - 0.66 - 0.14 8.4 - - -
MI-110 C6 1 9.00 C - - - - - - - 70 -
MI-110 C14 2 15.90 C - - - - - - - 9 -
MI-110 C11 3 13.70 C - - 0.98 - 0.12 8.4 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.5

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05293

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-2258
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-110 C25 1 24.60 C - - - - - - - 52 -

MI-110 C33 3 34.20 C - - - - - - - 66 -
MI-110 C34 1 35.30 C - - 0.48 - 0.10 8.4 - - -
MI-110 C42 1 44.50 C - - - - - - - 96 -
MI-110 C44 1 46.80 C - 0.28 - 0.67 - 8.6 - - -
MI-111 U4 1 2.65 U - - 0.54 - 0.13 9.1 - - -
MI-111 S5 1 3.15 S - - 0.68 - 0.13 8.4 - - -
MI-111 C8 1 10.40 C - - - - - - - 43 -
MI-111 C14 2 16.60 C - - - - - - - 76 -
MI-111 C21 2 22.65 C - - 2.57 - 0.20 8.0 - 21 -
MI-111 C26 1 27.50 C - - - - - - - 96 -
MI-111 C28 1 30.10 C - - - - - - - 82 -
MI-111 C32 1 34.70 C - 0.46 - 3.77 - - - 64 -
MI-112 C8 1 6.75 C - - 0.16 - 0.02 8.5 - 88 -
MI-112 C24 1 15.20 C - - - - - - - 75 -
MI-112 C27 1 16.70 C - - - - - - - 72 -
MI-112 C29 1 19.70 C - 1.67 - 0.27 - 8.7 - - -
MI-112 C31 1 20.55 C - - 0.50 - 0.05 8.8 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.6

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05295

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-1901
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-112 C55 1 35.10 C - - - - - - - 90 -

MI-112 C66 1 40.80 C - - 0.28 - 0.11 8.0 - - -
MI-112 C74 1 44.80 C - - - - - - - 89 -
MI-112 C82 1 48.80 C - - 0.41 - 0.29 7.4 - - -
MI-113 U4 1 2.65 U - - 0.72 - 0.18 8.8 - - -
MI-113 C4 1 7.05 C - - 0.32 - 0.07 9.0 - 78 -
MI-113 C8 1 11.00 C - - 1.01 - 0.11 9.1 - - -
MI-113 C14 1 17.40 C - - - - - - - 88 -
MI-113 C20 1 25.00 C - - 1.01 - 0.20 8.3 - 48 -
MI-114 S5 1 4.20 S - - - - - - - 72 -
MI-114 S6 1 5.20 S - 0.32 - 0.26 - 8.8 - - -
MI-114 C7 2 9.35 C - - 0.77 - 0.13 9.4 - 69 -
MI-114 C14 3 16.90 C - - 0.96 - 0.11 8.6 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.7

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05296

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-1781
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-114 C26 1 28.50 C - - - - - - - 68 -

MI-115 S4 1 2.80 S - 0.20 - 0.15 - 8.3 - - -
MI-115 C6 1 8.40 C - - 0.81 - 0.11 8.7 - - -
MI-115 C9 1 10.20 C - - - - - - - 49 -
MI-115 C12 2 14.00 C - - 0.60 - 0.08 8.9 - - -
MI-115 C15 3 17.30 C - - - - - - - 45 -
MI-115 C20 1 23.30 C - - 0.39 - 0.05 8.7 - - -
MI-115 C31 2 34.30 C - - - - - - - 3 -
MI-125 S3 1 2.00 S - - 0.30 - 0.06 8.4 - - -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.8

GEO-soil-005-A
CHEMICAL ANALYSIS

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 14/04/11 to 17/04/11 Lab. Report No. : 05297

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date : 26/05/11
Test method used : BS 1377: Part 3: 1990 (see note below for details)
Test method variation : Carbonate expressed calculated as CaCO3 in dry soil Lab. Sample No.: 11-1590
Tested by: MA

Method of preparation : as per test method clause stated below

Visual description : Soil samples

Test Result

% by
Chloride (as Cl) Sulphate (as SO3) Carbonate
Bore Hole Sample Spec. Specimen mass Organic
Type < pH
No. No. No Depth acid water acid water as as Matter
2mm soluble soluble soluble soluble CO2 CaCO3
(m) % % % % % % %

MI-125 C4 1 5.60 C - - - - - - - 89 -
MI-125 C6 2 7.45 C - - 0.21 - 0.03 8.5 - - -
MI-125 C12 1 13.15 C - - 0.23 - 0.04 8.3 - - -
MI-125 C14 1 15.90 C - - - - - - - 32 -
MI-125 C22 3 26.00 C - - - - - - - 40 -
MI-126 C2 1 2.20 C - - - - - - - 74 -
MI-126 S3 1 2.25 S - - 0.46 - 0.10 8.9 - - -
MI-126 C9 1 8.90 C - - 0.42 - 0.03 8.4 - - -
MI-126 C11 1 10.60 C - - - - - - - 64 -
MI-126 C15 2 15.35 C - - 0.15 - 0.02 8.3 - 83 -

Notes:
Chloride content (Cl) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 7.3 (% by dry mass)
Chloride content (Cl) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 7.2 (% 2:1 water:soil extract)
Chloride content (Cl) of groundwater : BS 1377: Pt 3: 1990 Cl 7.2 (g/L)
Sulphate content (SO3) of soil, acid soluble : BS 1377: Pt 3: 1990 Cl 5.2 (% by dry mass)
Sulphate content (SO3) of soil, water soluble : BS 1377: Pt 3: 1990 Cl 5.3 (% 2:1 water:soil extract)
Sulphate content (SO3) of groundwater : BS 1377: Pt 3: 1990 Cl 5.4 (g/L)
pH determination : BS 1377: Pt 3: 1990 Cl 9.5
Carbonate content (CO2) of soil : BS 1377: Pt 3: 1990 Cl 6.3 (% by dry mass)
Organic matter content of soil : BS 1377: Pt 3: 1990 Cl 3 (% by dry mass in fraction < 2mm)
Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample, B = bulk disturbed
sample, W = water sample Laboratory Manager

Project No. 11-5313-QA B4.9

GEO-soil-005-A
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05299

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : JU12-101
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 05/05/11 FQ Sample No. : 11-3012
Date Test started : 07/05/11 FQ Test Req. No. : N/P
Date Test completed : 08/05/11
Test Method variation : Commercial buffer solution used for Tested by : MA
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 0.07
Sulphate as SO3 (g/L) BS 1377, Part 3 0.03
pH at 25°C BS 1377, Part 3 7.8
Total Dissolved Solids (mg/l) BS 1377, Part 3 219
Total Alkalinity as CaCO3 (mg/l) BS 1427 : 1993 84
Carbonate as CaCO3 (mg/l) BS 1427 : 1993

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.11
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05300

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : JU12-103
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 05/05/11 FQ Sample No. : 11-3024
Date Test started : 07/05/11 FQ Test Req. No. : N/P
Date Test completed : 08/05/11
Test Method variation : Commercial buffer solution used for Tested by : MA
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 0.11
Sulphate as SO3 (g/L) BS 1377, Part 3 0.01
pH at 25°C BS 1377, Part 3 7.8
Total Dissolved Solids (mg/l) BS 1377, Part 3 228
Total Alkalinity as CaCO3 (mg/l) BS 1427 : 1993
Carbonate as CaCO3 (mg/l) BS 1427 : 1993

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.12
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05301

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : JU12-123
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 05/05/11 FQ Sample No. : 11-3051
Date Test started : 07/05/11 FQ Test Req. No. : N/P
Date Test completed : 08/05/11
Test Method variation : Commercial buffer solution used for Tested by : MA
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 4.29
Sulphate as SO3 (g/L) BS 1377, Part 3 0.39
pH at 25°C BS 1377, Part 3 7.3
Total Dissolved Solids (mg/l) BS 1377, Part 3 7150
Total Alkalinity as CaCO3 (mg/l) BS 1427 : 1993 70
Carbonate as CaCO3 (mg/l) BS 1427 : 1993

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.13
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05302

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : JU13-124
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 15/05/11 FQ Sample No. : 11-3520
Date Test started : 15/05/11 FQ Test Req. No. : N/P
Date Test completed : 16/05/11
Test Method variation : Commercial buffer solution used for Tested by : MA
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 0.08
Sulphate as SO3 (g/L) BS 1377, Part 3 0.07
pH at 25°C BS 1377, Part 3 8.40
Total Dissolved Solids (mg/l) BS 1377, Part 3
Total Alkalinity as CaCO3 (mg/l) BS 1427 : 1993
Carbonate as CaCO3 (mg/l) BS 1427 : 1993

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.14
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05303

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : MI-113
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 09/05/11 FQ Sample No. : 11-3305
Date Test started : 12/05/11 FQ Test Req. No. : N/P
Date Test completed : 14/05/11
Test Method variation : Commercial buffer solution used for Tested by : MA
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 0.50
Sulphate as SO3 (g/L) BS 1377, Part 3 0.01
pH at 25°C BS 1377, Part 3 8.30
Total Dissolved Solids (mg/l) BS 1377, Part 3
Total Alkalinity as CaCO3 (mg/l) BS 1427 : 1993 72
Carbonate as CaCO3 (mg/l) BS 1427 : 1993

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.15
CHEMICAL ANALYSIS OF WATER – TEST REPORT
Page 1 of 1
Information provided to the Laboratory:

Client : Halcrow Report No. : 05304

Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges Report Date : 26/05/11
Location : Lusail, Qatar

Sample description : Ground Water

Source : MI-114
Sampled by : Fugro
Sample brought in by : Fugro
Test method : See below
Note: N/P indicates information not provided to Lab.

Laboratory Information

FQ Sample desc. : Ground Water FQ Project Ref. No. : 11-5313-QA

Date Sample received : 27/03/11 FQ Sample No. : 11-1763
Date Test started : 29/03/11 FQ Test Req. No. : N/P
Date Test completed : 30/03/11
Test Method variation : Commercial buffer solution used for Tested by : MA / VR
pH meter calibration.

Note: N/A indicates information not applicable

Result

Constituent Test Methods Test Results

Chloride as Cl (g/L) BS 1377, Part 3 38.65
Sulphate as SO3 (g/L) BS 1377, Part 3 3.51
pH at 25°C BS 1377, Part 3 7.4

Remarks:

Laboratory Manager
Project No. 10-5313-QA
Plate: B4.16
 MOISTURE CONTENT / DENSITY OF SOIL OR ROCK
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 20/03/11 to 21/03/11 Lab. Report No. 05317

Test location : Fugro Peninsular, P.O.Box 47167 Doha. Report Date 26/05/11
Test method used : BS 1377: Part 2: 1990 (see note below for details)
Test method variation : None Lab. Sample No.: 11-3025
Method of preparation : as per test method clause stated below Tested by: PLS
Visual description : soil samples

Test Result

Moisture Bulk Dry Particle

Bore Hole
Sample No. Depth (m) Type Content Density Density Density
No.
% Mg/m3 Mg/m3 Mg/m
3

JU12-103 2 1.20-1.65 S 19.6 - - -

JU12-123 1 0.00-1.20 B 10.0 - - -
JU14-121 2 1.20-1.65 S 3.0 - - -
JU14-122 5 3.65-4.40 U 21.5 - - -
MI-105 4 3.20-3.65 S 24.6 - - -
MI-106 3 2.20-2.65 S 35.2 - - -
MI-107 2 2.65-3.55 S 9.0 - - -
MI-107 4 2.65-3.55 U 32.0 - - -
MI-108 4 2.65-3.55 U 28.4 - - -
MI-110 3 2.20-2.65 S 32.9 - - -
MI-111 5 2.65-3.15 S 25.0 - - -
MI-112 3 2.00-2.45 S 19.0 - - -
MI-113 4 2.65-3.55 U 11.0 - - -
MI-114 2 1.20-1.65 S 6.1 - - -
MI-114 3 2.20-2.65 S 19.4 - - -
MI-114 4 3.20-3.65 S 30.4 - - -
MI-115 1 0.00-1.00 B 4.3 - - -
MI-115 2 1.00-1.45 S 12.5 - - -
MI-115 3 2.00-2.45 S 13.5 - - -
MI-115 4 2.80-3.00 S 23.2 - - -
MI-125 1 0.50-0.90 B 7.2 - - -
MI-125 3 2.00-2.45 S 18.7 - - -

- - -
Notes:
Moisture content : BS 1377: Part 2: 1990 Clause 3.2 (oven drying method)
Bulk density : Vol.-1, KH Head
Dry density : Vol.-1, KH Head
Particle density (SG) : BS 1377: Part 2: 1990 Clause 8.4 (large pyknometer method)
Sample Type; U = undisturbed ; D = disturbed soil

Laboratory Manager

Project No. 11-5313-QA Plate: B5

GEO-soil-001-A
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU12-123

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.20m
Specimen No. : 1
Specimen Depth : 0.00 - 1.20m
Visual description : Clayey SAND

Laboratory Information

Date of test : 10/05/2011 to 11/05/2011 Lab. Report No. 05306

Test Location : FUGRO MIDDLE EAST, P.O.Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-3044
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 25 mm Applied normal stress kPa 25 50 100
Moisture content : 12 % Peak shear stress kPa 22 36 66
Bulk density : 1.73 Mg/m³ Displacement at peak stress mm 2.2 2.4 5.6
Dry density : 1.54 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 30 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 7 kPa
Specimen tested : Submerged
Method of reversal : not applicable

70 100
stage 3

60
75
Shear Stress (kPa)

50
Shear Stress (kPa)

stage 3

40
Stage 2 50
30
stage 2
stage 1
20
25
stage 1
10

0 0
0.0 2.0 4.0 6.0 0 50 100 150

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.1.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU12-123 Lab. Report No. 05306
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.20m
Specimen No. 1
Specimen Depth 0.00 - 1.20m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.10
0.20 0.20
0.20
0.40 0.40
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.30

0.40 0.60 0.60

0.50
0.80 0.80
0.60
1.00 stage 2 1.00
0.70 stage 1
stage 3
0.80 1.20 1.20
0 2 4 6 0 2 4 6 0 2 4 6

Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.02 0.02 0.05

0.10
0.04 0.04
Vertical Displacement (mm)

Vertical Displacement (mm)

Vertical Displacement (mm)

0.15
0.06 0.06
0.20
0.08 0.08
0.25
0.10 0.10
0.30
0.12 0.12
0.35
0.14 0.14
0.40
stage 1 stage 2
0.16 0.16 0.45 stage 3

0.18 0.18 0.50

0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.1.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU13-119

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.00m
Specimen No. : 1
Specimen Depth : 0.00 - 1.00m
Visual description : Clayey SAND

Laboratory Information

Date of test : 16/05/2011 to 17/05/2011 Lab. Report No. 05307

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/0511
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-3449
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 25 mm Applied normal stress kPa 50 100 200
Moisture content : 12 % Peak shear stress kPa 41 71 131
Bulk density : 1.81 Mg/m³ Displacement at peak stress mm 1.6 1.8 3.4
Dry density : 1.62 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 31 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 10 kPa
Specimen tested : Submerged
Method of reversal : Manual

140 250
stage 3

120
200

100
Shear Stress (kPa)
Shear Stress (kPa)

150
80
stage 3
Stage 2

60 100

stage 2
40 stage 1
50
stage 1
20

0
0
0 50 100 150 200 250
0.0 1.0 2.0 3.0 4.0
Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.2.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU13-119 Lab. Report No. 05307
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/0511
Sample Depth : 0.00 - 1.00m
Specimen No. 1
Specimen Depth 0.00 - 1.00m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.01
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.00
0.01
0.01
0.00
0.01 0.01
0.00
stage 1
0.00 0.01
0.01
0.00 0.01
0.01 stage 2
0.00 0.02
stage 3
0.00 0.01
0.02
0 2 4 6 0 2 4 6
0 2 4 6
Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00
stage 1
0.00 stage 2
0.00 0.00

0.00
0.00
Vertical Displacement (mm)
Vertical Displacement (mm)

Vertical Displacement (mm)

0.00
0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00 0.00 stage 3
0.00

0.00 0.00 0.00

0.0 2.0 4.0 6.0 0.0 2.0 4.0 6.0 0.0 2.0 4.0 6.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.2.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU14-121

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.20m
Specimen No. : 1
Specimen Depth : 0.00 - 1.20m
Visual description : Slightly silty fine SAND

Laboratory Information

Date of test : 11/05/2011 to 12/05/2011 Lab. Report No. 05308

Test Location : FUGRO MIDDLE EAST, P.O.Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-3175
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 25 mm Applied normal stress kPa 25 50 100
Moisture content : 12 % Peak shear stress kPa 18 32 63
Bulk density : 1.71 Mg/m³ Displacement at peak stress mm 1.6 1.8 3.2
Dry density : 1.53 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 31 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 3 kPa
Specimen tested : Submerged
Method of reversal : not applicable

70 75

stage 3
60 stage 3
Shear Stress (kPa)

50
Shear Stress (kPa)

50
40
Stage 2
30 stage 2

25
20
stage 1 stage 1

10

0 0
0.0 1.0 2.0 3.0 4.0 0 50 100 150

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.3.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU14-121 Lab. Report No. 05308
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.20m
Specimen No. 1
Specimen Depth 0.00 - 1.20m
Visual description : Slightly silty fine SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.20 0.20 0.20

0.40 0.40
0.40
0.60
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.60
0.60 0.80
0.80
0.80 1.00
1.00
1.20
1.00
1.20 1.40
stage 1 stage 2
1.20 1.40 1.60
stage 3
1.40 1.60 1.80
0 1 2 3 0 1 2 3 0 1 2 3

Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.01 0.02
stage 1
0.01
0.02
Vertical Displacement (mm)

Vertical Displacement (mm)

0.04
Vertical Displacement (mm)

0.02 0.03
0.06
0.04
0.03 0.08
0.05
0.10
0.04 0.06

stage 2 0.12
0.07
0.05 stage 3
0.08 0.14

0.06 0.09 0.16

0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.3.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU14-122

Sample Ref. / Type : U5 / (Undisturbed sample - open drive)
Sample Depth : 3.65 - 4.40m
Specimen No. : 1
Specimen Depth : 3.65 - 4.40m
Visual description : Clayey SAND

Laboratory Information

Date of test : 11/05/2011 to 12/05/2011 Lab. Report No. 05309

Test Location : FUGRO MIDDLE EAST, P.O.Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-3157
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 25 mm Applied normal stress kPa 25 50 100
Moisture content : 16 % Peak shear stress kPa 20 35 64
Bulk density : 1.68 Mg/m³ Displacement at peak stress mm 1.8 2.6 5.8
Dry density : 1.45 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 30 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 6 kPa
Specimen tested : Submerged
Method of reversal : not applicable

70 100
stage 3
60
75
Shear Stress (kPa)

50
Shear Stress (kPa)

stage 3
40
Stage 2 50
30
stage 2
20 stage 1
25
stage 1
10

0 0
0.0 2.0 4.0 6.0 8.0 0 50 100 150

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.4.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : JU14-122 Lab. Report No. 05309
Sample Ref. / Type : U5 / (Undisturbed sample - open drive) Report Date 26/05/11
Sample Depth : 3.65 - 4.40m
Specimen No. 1
Specimen Depth 3.65 - 4.40m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.10
0.10 0.20
0.20
0.40
0.20 0.30
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.40 0.60
0.30
0.50 0.80
0.40 0.60
1.00
stage 1 0.70
0.50 1.20
stage 2 stage 3
0.80

0.60 0.90 1.40

0 2 4 6 0 2 4 6 0 2 4 6

Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.02 0.10
0.05
0.04
Vertical Displacement (mm)

Vertical Displacement (mm)

0.20
Vertical Displacement (mm)

0.06 0.10
0.30
0.08
0.15 0.40
0.10 stage 1
0.50
0.12 0.20
0.60
0.14
0.25
0.16 0.70 stage 3
stage 2

0.18 0.30 0.80

0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.4.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-104

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.20m
Specimen No. : 1
Specimen Depth : 0.00 - 1.20m
Visual description : Clayey SAND

Laboratory Information

Date of test : 10/05/2011 to 11/05/2011 Lab. Report No. 05310

Test Location : FUGRO MIDDLE EAST, P.O.Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-3092
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 25 mm Applied normal stress kPa 25 50 100
Moisture content : 14 % Peak shear stress kPa 21 32 60
Bulk density : 1.77 Mg/m³ Displacement at peak stress mm 2.0 3.0 5.2
Dry density : 1.55 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 28 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 7 kPa
Specimen tested : Submerged
Method of reversal : not applicable

70 100

60 stage 3

75
Shear Stress (kPa)

50
Shear Stress (kPa)

stage 3
40
50
Stage 2
30
stage 2
20 stage 1
25
stage 1
10

0 0
0.0 2.0 4.0 6.0 0 50 100 150

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.5.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-104 Lab. Report No. 05310
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.20m
Specimen No. 1
Specimen Depth 0.00 - 1.20m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.10 0.20 0.20

0.20 0.40
0.40
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.30 0.60
0.60
0.40 0.80
0.80
0.50 1.00
1.00
0.60 1.20

0.70 1.20 stage 2 1.40 stage 3

stage 1
0.80 1.40 1.60
0 2 4 6 0 2 4 6 0 2 4 6

Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.02 0.05

0.04 0.05 0.10

Vertical Displacement (mm)

Vertical Displacement (mm)

Vertical Displacement (mm)

0.06 0.15

0.08 0.10 0.20

0.10 0.25

0.12 0.15 0.30

0.14 0.35
stage 1
0.16 0.20 0.40
stage 2
0.18 0.45
stage 3
0.20 0.25 0.50
0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.5.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-108

Sample Ref. / Type : U4 / (Undisturbed sample - open drive)
Sample Depth : 2.65 - 3.55m
Specimen No. : 1
Specimen Depth : 2.65 - 3.55m
Visual description : Silty SAND with shell fragments

Laboratory Information

Date of test : 16/04/2011 to 17/04/2011 Lab. Report No. 05311

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-2175
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 50 100 200
Moisture content : 16 % Peak shear stress kPa 33 66 126
Bulk density : 1.80 Mg/m³ Displacement at peak stress mm 7.0 7.0 7.0
Dry density : 1.56 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 32 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 3 kPa
Specimen tested : Submerged
Method of reversal : Manual

140 150
stage 3
120 stage 3
Shear Stress (kPa)

100
Shear Stress (kPa)

100
80
Stage 2
60 stage 2

50
40
stage 1 stage 1

20

0 0
0.0 2.0 4.0 6.0 8.0 0 50 100 150 200 250

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.6.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-108 Lab. Report No. 05311
Sample Ref. / Type : U4 / (Undisturbed sample - open drive) Report Date 26/05/11
Sample Depth : 2.65 - 3.55m
Specimen No. 1
Specimen Depth 2.65 - 3.55m
Visual description : Silty SAND with shell fragments

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.20
0.20 0.50
0.40
0.40 1.00

Settlement (mm)
Settlement (mm)

Settlement (mm)

0.60

0.60 0.80 1.50

1.00
0.80 2.00
1.20
1.00 stage 1 2.50
1.40 stage 2
stage 3
1.20 1.60 3.00
0 2 4 6 0 2 4 6 0 2 4 6

Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.10
0.20
0.20
0.20
Vertical Displacement (mm)

Vertical Displacement (mm)

Vertical Displacement (mm)

0.30 0.40
0.40
0.40
0.60
0.50 0.60
0.80
0.60
0.80
0.70 1.00
0.80
1.00
1.20 stage 2
0.90 stage 3
stage 1
1.00 1.40 1.20
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.
0 0 0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.6.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-110

Sample Ref. / Type : U4 / (Undisturbed sample - open drive)
Sample Depth : 2.65 - 3.55m
Specimen No. : 1
Specimen Depth : 2.65 - 3.55m
Visual description : Very Silty SAND

Laboratory Information

Date of test : 16/04/2011 to 17/04/2011 Lab. Report No. 05312

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-2233
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 50 100 200
Moisture content : 16 % Peak shear stress kPa 33 58 110
Bulk density : 1.66 Mg/m³ Displacement at peak stress mm 7.0 7.0 7.0
Dry density : 1.43 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 27 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 6 kPa
Specimen tested : Submerged
Method of reversal : Manual

120 150
stage 3

100
stage 3
Shear Stress (kPa)
Shear Stress (kPa)

80 100

60 Stage 2

stage 2

40 50
stage 1
stage 1

20

0
0
0 50 100 150 200 250
0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.7.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-110 Lab. Report No. 05312
Sample Ref. / Type : U4 / (Undisturbed sample - open drive) Report Date 26/05/11
Sample Depth : 2.65 - 3.55m
Specimen No. 1
Specimen Depth 2.65 - 3.55m
Visual description : Very Silty SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.20 0.50
0.50
0.40
1.00
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.60
1.00
1.50
0.80
2.00
1.50
1.00

2.50
1.20
2.00
stage 2
1.40 3.00 stage 3
stage 1

1.60 2.50 3.50

0 1 2 3 4 5 0 1 2 3 4 5 0 1 2 3 4 5
Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.10 0.10
0.20
0.20 0.20
Vertical Displacement (mm)
Vertical Displacement (mm)

Vertical Displacement (mm)

0.30 0.30
0.40
0.40 0.40

0.50 0.60 0.50

0.60 0.60
0.80
0.70 0.70

0.80 0.80
1.00 stage 2
0.90 stage 1 0.90 stage 3

1.00 1.20 1.00

-1.0 1.0 3.0 5.0 7.0 9.0 -1.0 1.0 3.0 5.0 7.0 9.0 -1.0 1.0 3.0 5.0 7.0 9.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.7.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-111

Sample Ref. / Type : U4 / (Undisturbed sample - open drive)
Sample Depth : 2.65 - 3.15m
Specimen No. : 1
Specimen Depth : 2.65 - 3.15m
Visual description : Slightly gravelly, samdy, SILT/CLAY

Laboratory Information

Date of test : 18/04/2011 to 19/04/2011 Lab. Report No. 05313

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-2441
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 25 50 100
Moisture content : 16 % Peak shear stress kPa 19 34 64
Bulk density : 1.87 Mg/m³ Displacement at peak stress mm 2.4 3.0 6.2
Dry density : 1.61 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 31 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 4 kPa
Specimen tested : Submerged
Method of reversal : Manual

70 75
stage 3
60 stage 3
Shear Stress (kPa)

50
Shear Stress (kPa)

50
40
Stage 2
stage 2
30
25
20 stage 1 stage 1

10

0 0
0.0 2.0 4.0 6.0 8.0 0 25 50 75 100 125

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.8.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-111 Lab. Report No. 05313
Sample Ref. / Type : U4 / (Undisturbed sample - open drive) Report Date 26/05/11
Sample Depth : 2.65 - 3.15m
Specimen No. 1
Specimen Depth 2.65 - 3.15m
Visual description : Slightly gravelly, samdy, SILT/CLAY

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00
0.02
0.10 0.20
0.04
0.06 0.40
0.20
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.08
0.60
0.10 0.30
0.80
0.12
0.40
0.14 1.00
0.16
0.50 1.20 stage 3
0.18 stage 2
stage 1
0.20 0.60 1.40
0 2 4 6 0 2 4 6 0 2 4 6
Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.05
0.05
0.05
0.10
Vertical Displacement (mm)
Vertical Displacement (mm)

Vertical Displacement (mm)

0.10
0.15
0.10
0.15
0.20

0.20 0.15 0.25

0.30
0.25
0.20
0.35
0.30
0.40
0.25
0.35
0.45 stage 3
stage 1 stage 2
0.40 0.30 0.50
0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.8.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-114

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.00m
Specimen No. : 1
Specimen Depth : 0.00 - 1.00m
Visual description : Silty SAND

Laboratory Information

Date of test : 29/03/2011 to 30/03/2011 Lab. Report No. 05314

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-1749
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 50 100 200
Moisture content : 14 % Peak shear stress kPa 38 68 130
Bulk density : 1.66 Mg/m³ Displacement at peak stress mm 2.4 3.2 4.4
Dry density : 1.46 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 32 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 7 kPa
Specimen tested : Submerged
Method of reversal : Manual

140 150
stage 3
stage 3
120

100
Shear Stress (kPa)
Shear Stress (kPa)

100

80
Stage 2 stage 2
60
50
40 stage 1 stage 1

20

0
0
0 50 100 150 200 250
0.0 1.0 2.0 3.0 4.0 5.0
Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.9.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-114 Lab. Report No. 05314
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.00m
Specimen No. 1
Specimen Depth 0.00 - 1.00m
Visual description : Silty SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.10
0.10 0.20
0.20
0.20
0.30 0.40
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.30
0.40
0.60
0.40 0.50
0.80
0.60
0.50
0.70 1.00
0.60
0.80
0.70 1.20
stage 1 0.90 stage 3
stage 2
0.80 1.00 1.40
0 1 2 3 4 5 0 1 2 3 4 5 0 1 2 3 4 5
Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.02
0.05
0.05
0.04
Vertical Displacement (mm)

Vertical Displacement (mm)

Vertical Displacement (mm)

0.06 0.10
0.10
0.08
0.15
0.15 0.10
0.20
0.12
0.20
0.14 0.25
0.16
0.25
0.30
stage 1 0.18 stage 3
stage 2
0.30 0.20 0.35
0.0 2.0 4.0 6.0 0.0 2.0 4.0 6.0 0.0 2.0 4.0 6.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.9.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-125

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.00m
Specimen No. : 1
Specimen Depth : 0.50 - 0.90m
Visual description : Clayey SAND

Laboratory Information

Date of test : 22/03/2011 to 23/03/2011 Lab. Report No. 05273

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-1586
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 50 100 200
Moisture content : 14 % Peak shear stress kPa 37 68 125
Bulk density : 1.90 Mg/m³ Displacement at peak stress mm 2.6 3.6 4.6
Dry density : 1.67 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 30 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 9 kPa
Specimen tested : Submerged
Method of reversal : Manual

140 140

stage 3 stage 3
120 120

100
Shear Stress (kPa)

100
Shear Stress (kPa)

80 80
Stage 2 stage 2
60 60

40 stage 1
40 stage 1

20 20

0 0
0.0 2.0 4.0 6.0 0 50 100 150 200 250

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.10.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-125 Lab. Report No. 05273
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.00m
Specimen No. 1
Specimen Depth 0.50 - 0.90m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00
0.00 0.00
0.05
0.10
0.10 0.20
0.20
0.15
0.30
Settlement (mm)

Settlement (mm)
0.40
Settlement (mm)

0.20 0.40
0.60
0.25 0.50
0.30 0.60 0.80
0.35 0.70
1.00
0.40 stage 2 stage 3
0.80

0.45 stage 1 0.90 1.20

0 1 2 3 0 1 2 3
0.50
0 1 2 3 Square Root Time (minutes) Square Root Time (minutes)
Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00
0.00 0.00
0.05 0.05
0.10
0.10 0.10
Vertical Displacement (mm)

Vertical Displacement (mm)

Vertical Displacement (mm)

0.15 0.20
0.15
0.20
0.20 0.30
0.25
0.25
0.30 0.40

0.30 0.35
0.50 stage 3
stage 1 0.40 stage 2
0.35
0.45 0.60
0.40 0.0 1.0 2.0 3.0 4.0 5.0 0.0 1.0 2.0 3.0 4.0 5.0
0.0 1.0 2.0 3.0 4.0 5.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.10.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 1 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-126

Sample Ref. / Type : B1 / (Bulk disturbed sample)
Sample Depth : 0.00 - 1.00m
Specimen No. : 1
Specimen Depth : 0.40 - 0.80m
Visual description : Clayey SAND

Laboratory Information

Date of test : 22/03/2011 to 23/03/2011 Lab. Report No. 05274

Test Location : FUGRO MIDDLE EAST, P.O. Box 2863 Dubai. Report Date 26/05/11
Room temperature range : 24 °C Max. 22 °C Min.
Test method used : BS 1377 : Part 7 : 1990 : clause 4.5.4, single stage test
Test method variation : None Lab. Sample No.: 11-1613
Method of preparation : Material Tested was passed in 2mm sieve, Recompacted Tested by: ALI/KVR

Test Result

2
Area of specimen : 3600 mm Stage No. 1 2 3
Height of specimen : 20 mm Applied normal stress kPa 50 100 200
Moisture content : 14 % Peak shear stress kPa 34 62 111
Bulk density : 1.91 Mg/m³ Displacement at peak stress mm 4.0 5.4 7.0
Dry density : 1.67 Mg/m³
Particle density : 2.65 ()
Angle of shearing resistance φ' 27 °
Rate of displacement : 0.6 mm/min Apparent cohesion c' 10 kPa
Specimen tested : Submerged
Method of reversal : Manual

120 150
stage 3

100
stage 3
Shear Stress (kPa)

Shear Stress (kPa)

80 100

60 Stage 2

stage 2

40 50
stage 1
stage 1
20

0 0
0.0 2.0 4.0 6.0 8.0 0 50 100 150 200 250

Horizontal Displacement (mm) Normal Stress (kPa)

Note : Graphical printout may not produce a true 1:1 axis ratio
Laboratory Manager

Project No. 11-5313-QA Plate: B6.11.1

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
DETERMINATION OF SHEAR STRENGTH BY DIRECT SHEAR TEST
Page 2 of 2
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Trial Pit / Bore Hole No. : MI-126 Lab. Report No. 05274
Sample Ref. / Type : B1 / (Bulk disturbed sample) Report Date 26/05/11
Sample Depth : 0.00 - 1.00m
Specimen No. 1
Specimen Depth 0.40 - 0.80m
Visual description : Clayey SAND

Test Result

Consolidation Stage

Consolidation Consolidation Consolidation

0.00 0.00 0.00

0.20
0.20 0.20
0.40
0.40 0.40
Settlement (mm)

Settlement (mm)

Settlement (mm)
0.60

0.60 0.60 0.80

1.00
0.80 0.80
1.20
1.00 stage 1 1.00
1.40
stage 2 stage 3
1.20 1.20 1.60
0 1 2 3 0 1 2 3 0 1 2 3
Square Root Time (minutes) Square Root Time (minutes) Square Root Time (minutes)

Shearing Stage

Change in Specimen Thickness Change in Specimen Thickness Change in Specimen Thickness

0.00 0.00 0.00

0.10
0.05 0.10
0.20
Vertical Displacement (mm)

Vertical Displacement (mm)

0.10
Vertical Displacement (mm)

0.20 0.30
0.15
0.40
0.30
0.20 0.50
0.40
0.60
0.25

0.50 0.70
0.30
0.80
stage 1 0.60
0.35 stage 3
0.90
stage 2
0.40 0.70 1.00
0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0 0.0 2.0 4.0 6.0 8.0
Horizontal Displacement (mm) Horizontal Displacement (mm) Horizontal Displacement (mm)

Laboratory Manager

Project No. 11-5313-QA Plate: B6.11.2

GEO-soil-040-A THIS REPORT IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
 MAGNESIUM CONTENT
PageInput Data of Input Data
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchages
Location : Lusail, Qatar

Laboratory Information

Date of test : 18/05/2011 to 22/05/2011 Lab. Report No. : 05305

Test location : FUGRO MIDDLE EAST, P.O.Box 2863 Dubai. Report Date : 26/05/11
Test method used : ASTM C114:7
Test method variation : None Lab. Sample No.: 11-3017
Tested by: PNI
Method of preparation : as per test method clause stated above
Visual description : Core samples

Test Result

Gypsum Magnesium
Specimen Depth
Borehole No. Sample No. Content Content
(m)
(CaSO4) (Mg)

JU12-101 C14 12.75 - 8.6

JU14-122 C15 19.25 - 9.2
MI-106 C15 13.25 - 2.1
MI-111 C21 22.70 - 2.0

Remarks:

Sample Type; D = small disturbed sample, U = undisturbed sample, C = core sample

Authorised by: Reynante Alay

Laboratory Manager

Project No. 11-5313-QA Plate: B7

GEO-soil-005-A
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05318

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3008
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-101 JU12-101 JU12-101 JU12-101 JU12-101

Sample No. C7 C8 C10 C12 C15
Sample Top Depth (m) 3.90 5.40 8.40 9.90 12.90
Specimen No. 2 2 1 1 1
Specimen Top Depth (m) 4.40 6.70 8.60 10.80 12.90

Straightness (Method A) mm 0.52 0.511 0.488 0.531 0.475

Flatness of Ends (Method B) mm 0.21 0.231 0.22 0.226 0.215
Perpendicularity (Method B) 0.0025 0.0027 0.0026 0.0027 0.0025
Mean length mm 108.0 120.0 105.0 134.0 111.0
Mean diameter mm 85.0 85.0 85.0 85.0 85.0
Length to diameter ratio (L/D) 1.3 1.4 1.2 1.6 1.3
Moisture condition as received as received as received as received as received
Moisture content % 1.7 0.4 1.3 2.8 6.5
Bulk density Mg/m3 2.41 2.63 2.39 2.39 2.32
Dry density Mg/m3 2.37 2.62 2.36 2.32 2.18

Visual description / Lithology

LIMESTONE LIMESTONE LIMESTONE LIMESTONE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 19.21 76.10 30.81 37.58 9.69
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.1

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 052318

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3023
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-101

Sample No. C26
Sample Top Depth (m) 18.90
Specimen No. 2
Specimen Top Depth (m) 18.90

Straightness (Method A) mm 0.43

Flatness of Ends (Method B) mm 0.211
Perpendicularity (Method B) 0.0025
Mean length mm 104.0
Mean diameter mm 85.0
Length to diameter ratio (L/D) 1.2
Moisture condition as received
Moisture content % 9.1
Bulk density Mg/m3 2.36
Dry density Mg/m3 2.16

Visual description / Lithology

CALCARENITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23

Rate of loading 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 35.21
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.2

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/05/11 to 13/05/11 Lab. Report No. 05318

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3426
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-102 JU12-102 JU12-102 JU12-102 JU12-102

Sample No. C10 C12 C12 C13 C22
Sample Top Depth (m) 8.10 10.70 10.70 12.00 20.50
Specimen No. 2 1 3 2 1
Specimen Top Depth (m) 8.25 10.90 11.75 12.80 20.50

Straightness (Method A) mm 0.44 0.422 0.651 0.639 0.489

Flatness of Ends (Method B) mm 0.207 0.188 0.187 0.201 0.193
Perpendicularity (Method B) 0.0024 0.0022 0.0022 0.0024 0.0023
Mean length mm 116.0 131.0 99.0 109.0 144.0
Mean diameter mm 85.0 85.0 84.0 85.0 85.0
Length to diameter ratio (L/D) 1.4 1.5 1.2 1.3 1.7
Moisture condition as received as received as received as received as received
Moisture content % 11 2.1 29 16 25
Bulk density Mg/m3 2.11 2.46 1.78 2.17 1.97
Dry density Mg/m3 1.90 2.41 1.38 1.88 1.57

Visual description / Lithology

LIMESTONE
LIMESTONE LIMESTONE LIMESTONE CALCISILTITE
WITH SILT

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 1 kN/sec 1 kN/sec 1 kN/sec 1 kN/sec 1 kN/sec
Unconfined compressive strength ( σ ) MPa 3.09 53.85 1.77 7.53 0.40
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.3

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/05/11 to 13/05/11 Lab. Report No. 05318

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3443
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-102 JU12-102

Sample No. C29 C32
Sample Top Depth (m) 25.50 28.30
Specimen No. 1 2
Specimen Top Depth (m) 25.80 28.60

Straightness (Method A) mm 0.539 0.359

Flatness of Ends (Method B) mm 0.205 0.184
Perpendicularity (Method B) 0.0024 0.0022
Mean length mm 104.0 117.0
Mean diameter mm 84.0 85.0
Length to diameter ratio (L/D) 1.2 1.4
Moisture condition as received as received
Moisture content % 19 27
Bulk density Mg/m3 2.08 2.75
Dry density Mg/m3 1.75 2.17

Visual description / Lithology

CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23

Rate of loading 1 kN/sec 1 kN/sec
Unconfined compressive strength ( σ ) MPa 0.94 1.07
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.4

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05322

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3043
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-103

Sample No. C22
Sample Top Depth (m) 17.35
Specimen No. 4
Specimen Top Depth (m) 18.45

Straightness (Method A) mm 0.411

Flatness of Ends (Method B) mm 0.207
Perpendicularity (Method B) 0.0025
Mean length mm 115.0
Mean diameter mm 84.0
Length to diameter ratio (L/D) 1.4
Moisture condition as received
Moisture content % 18
Bulk density Mg/m3 1.81
Dry density Mg/m3 1.53

Visual description / Lithology

CALSILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23

Rate of loading 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 2.12
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.5

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05318

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3056
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU12-123 JU12-123 JU12-123 JU12-123 JU12-123

Sample No. C10 C12 C15 C18 C20
Sample Top Depth (m) 9.85 12.00 13.55 16.00 17.25
Specimen No. 1 1 2 1 1
Specimen Top Depth (m) 10.70 12.30 14.55 16.30 18.20

Straightness (Method A) mm 0.565 0.516 0.436 0.42 0.59

Flatness of Ends (Method B) mm 0.22 0.221 0.211 0.216 0.225
Perpendicularity (Method B) 0.0026 0.0026 0.0025 0.0025 0.0026
Mean length mm 112.0 114.0 112.0 109.0 102.0
Mean diameter mm 85.0 85.0 85.0 85.0 85.0
Length to diameter ratio (L/D) 1.3 1.3 1.3 1.3 1.2
Moisture condition as received as received as received as received as received
Moisture content % 1.9 1.8 2.1 5.2 2.5
Bulk density Mg/m3 2.24 2.43 2.42 2.27 2.14
Dry density Mg/m3 2.20 2.39 2.37 2.16 2.09

Visual description / Lithology

LIMESTONE LIMESTONE CALCISILTITE CALSISILTITE CALSILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 19.46 24.83 25.10 10.06 7.23
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.6

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/05/11 to 13/05/11 Lab. Report No. 05324

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3455
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU13-119 JU13-119 JU13-119 JU13-119 JU13-119

Sample No. C8 C10 C13 C17 C25
Sample Top Depth (m) 9.00 11.00 12.60 17.15 23.50
Specimen No. 1 1 2 1 1
Specimen Top Depth (m) 9.10 11.20 13.20 17.15 23.60

Straightness (Method A) mm 0.504 0.672 0.439 0.559 0.503

Flatness of Ends (Method B) mm 0.183 0.214 0.197 0.195 0.198
Perpendicularity (Method B) 0.0022 0.0025 0.0023 0.0023 0.0023
Mean length mm 116.0 117.0 108.0 115.0 119.0
Mean diameter mm 85.0 85.0 85.0 83.0 85.0
Length to diameter ratio (L/D) 1.4 1.4 1.3 1.4 1.4
Moisture condition as received as received as received as received as received
Moisture content % 5.5 14 8.0 28 14
Bulk density Mg/m3 2.22 1.86 2.39 1.98 2.18
Dry density Mg/m3 2.10 1.63 2.21 1.54 1.92

Visual description / Lithology

LIMESTONE LIMESTONE
CALCISILTITE CALCISILTITE CALCILUTITE
WITH SILT WITH SILT

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 24 24 24

Rate of loading 1 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 10.01 3.79 13.77 3.02 5.85
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.7

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05325

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3139
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU13-120 JU13-120

Sample No. C12 C37
Sample Top Depth (m) 9.05 24.00
Specimen No. 1 2
Specimen Top Depth (m) 9.20 24.20

Straightness (Method A) mm 0.426 0.51

Flatness of Ends (Method B) mm 0.229 0.225
Perpendicularity (Method B) 0.0027 0.0027
Mean length mm 103.0 119.0
Mean diameter mm 85.0 84.0
Length to diameter ratio (L/D) 1.2 1.4
Moisture condition as received as received
Moisture content % 3.6 13
Bulk density Mg/m3 2.38 1.98
Dry density Mg/m3 2.30 1.76

Visual description / Lithology

LIMESTONE CALCARENITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 10.20 5.07
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.8

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05326

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3201
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU13-124 JU13-124 JU13-124 JU13-124

Sample No. C14 C17 C18 C21
Sample Top Depth (m) 12.70 15.30 16.00 18.65
Specimen No. 1 1 2 2
Specimen Top Depth (m) 12.70 15.70 16.50 19.35

Straightness (Method A) mm 0.511 0.612 0.362 0.526

Flatness of Ends (Method B) mm 0.223 0.226 0.2 0.204
Perpendicularity (Method B) 0.0027 0.0027 0.0024 0.0024
Mean length mm 133.0 91.0 172.0 134.0
Mean diameter mm 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.6 1.1 2.0 1.6
Moisture condition as received as received as received as received
Moisture content % 4.7 2.7 12 15
Bulk density Mg/m3 2.28 2.49 2.20 2.27
Dry density Mg/m3 2.18 2.42 1.96 1.98

Visual description / Lithology

LIMESTONE
LIMESTONE SHALE CALCARENITE
WITH SILT

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 12.12 27.80 13.71 4.50
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.9

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 08/05/11 to 09/05/11 Lab. Report No. 05327

Tested by : KA/DKA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3190
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. JU14-121 JU14-122 JU14-122

Sample No. C28 C16 C17
Sample Top Depth (m) 16.00 19.60 20.20
Specimen No. 2 2 1
Specimen Top Depth (m) 16.50 19.80 20.55

Straightness (Method A) mm 0.66 0.399 0.626

Flatness of Ends (Method B) mm 0.245 0.199 0.23
Perpendicularity (Method B) 0.0029 0.0024 0.0027
Mean length mm 119.0 154.0 138.0
Mean diameter mm 85.0 83.0 84.0
Length to diameter ratio (L/D) 1.4 1.9 1.6
Moisture condition as received as received as received
Moisture content % 1.5 14 4.5
Bulk density Mg/m3 2.46 2.19 2.44
Dry density Mg/m3 2.42 1.92 2.33

Visual description / Lithology

LIMESTONE SHALE LIMESTONE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern ``

Sample temperature at test °C 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec kN/sec
Unconfined compressive strength ( σ ) MPa 18.94 6.23 19.29
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.10

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 09/05/11 to 10/05/11 Lab. Report No. 05328

Tested by : KA/KBH Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3097
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-104 MI-104 MI-104 MI-104 MI-104

Sample No. C6 C26 C34 C36 C41
Sample Top Depth (m) 7.50 23.40 31.40 34.40 38.50
Specimen No. 1 1 2 2 1
Specimen Top Depth (m) 7.50 23.55 32.65 35.10 38.80

Straightness (Method A) mm 0.456 0.555 0.481 0.716 0.591

Flatness of Ends (Method B) mm 0.224 0.23 0.22 0.223 0.199
Perpendicularity (Method B) 0.0026 0.0027 0.0026 0.0026 0.0023
Mean length mm 741.0 139.0 121.0 151.0 128.0
Mean diameter mm 81.0 85.0 84.0 85.0 87.0
Length to diameter ratio (L/D) 9.1 1.6 1.4 1.8 1.5
Moisture condition as received as received as received as received as received
Moisture content % 4.1 2.9 11 1.7 25
Bulk density Mg/m3 0.51 2.42 2.28 2.59 1.95
Dry density Mg/m3 0.49 2.35 2.06 2.55 1.56

Visual description / Lithology

DOLOMITIC
CALCISILTITE CALCARENITE LIMESTONE CALCISILTITE
LIMESTONE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern ``

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 18.75 26.52 9.29 23.14 0.19
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.11

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 09/05/11 to 10/05/11 Lab. Report No. 05329

Tested by : KA/KBH Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3124
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-104 MI-104 MI-104 MI-104 MI-104

Sample No. C42 C43 C48 C48 C52
Sample Top Depth (m) 39.40 40.50 44.50 44.50 48.00
Specimen No. 1 1 1 2 1
Specimen Top Depth (m) 40.10 40.65 44.75 45.10 48.00

Straightness (Method A) mm 0.409 0.437 0.406 0.357 0.421

Flatness of Ends (Method B) mm 0.195 0.194 0.188 0.182 0.181
Perpendicularity (Method B) 0.0023 0.0023 0.0022 0.0021 0.0028
Mean length mm 104.0 138.0 168.0 120.0 150.0
Mean diameter mm 84.0 84.0 84.0 85.0 83.0
Length to diameter ratio (L/D) 1.2 1.6 2.0 1.4 1.8
Moisture condition as received as received as received as received as received
Moisture content % 25 28 25 26 28
Bulk density Mg/m3 2.02 1.95 2.02 2.02 2.01
Dry density Mg/m3 1.62 1.52 1.62 1.61 1.57

Visual description / Lithology

CALCISILTITE CALCISLTITE CALCISILTITE CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 3.41 2.64 0.81 2.03 0.11
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.12

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 17/04/11 Lab. Report No. 05330

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2418
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-105 MI-105 MI-105 MI-105 MI-105

Sample No. C10 C14 C27 C32 C38
Sample Top Depth (m) 15.00 18.80 27.50 30.45 34.10
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 15.50 18.80 27.75 30.70 34.10

Straightness (Method A) mm 0.33 0.37 0.33 0.32 0.34

Flatness of Ends (Method B) mm 0.21 0.2 0.2 0.2 0.2
Perpendicularity (Method B) 0.0025 0.0024 0.0024 0.0024 0.0024
Mean length mm 102.0 125.0 97.0 105.0 100.0
Mean diameter mm 85.0 85.0 82.0 84.0 82.0
Length to diameter ratio (L/D) 1.2 1.5 1.2 1.3 1.2
Moisture condition as received as received as received as received as received
Moisture content % 3.9 6.3 25 41 8.9
Bulk density Mg/m3 2.49 2.41 1.97 1.94 1.73
Dry density Mg/m3 2.40 2.27 1.57 1.37 1.59

Visual description / Lithology

LIMESTONE CALCISILTITE CALCISILTITE CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 27.48 5.24 5.14 1.20 0.32
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.13

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/04/11 Lab. Report No. 05331

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2146
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-106 MI-106 MI-106 MI-106 MI-106

Sample No. C15 C16 C17 C17 C20
Sample Top Depth (m) 13.15 14.65 16.15 16.15 18.30
Specimen No. 1 2 2 4 2
Specimen Top Depth (m) 13.15 15.05 16.95 17.45 18.70

Straightness (Method A) mm 0.475 0.631 0.631 0.44 0.421

Flatness of Ends (Method B) mm 0.242 0.225 0.235 0.249 0.212
Perpendicularity (Method B) 0.0029 0.0026 0.0028 0.0029 0.0025
Mean length mm 102.0 114.0 94.0 93.0 99.0
Mean diameter mm 84.0 85.0 85.0 85.0 85.0
Length to diameter ratio (L/D) 1.2 1.3 1.1 1.1 1.2
Moisture condition as received as received as received as received as received
Moisture content % 5.7 7.2 13 8.6 8.9
Bulk density Mg/m3 2.46 2.32 2.12 2.27 2.28
Dry density Mg/m3 2.33 2.16 1.88 2.09 2.09

Visual description / Lithology

LIMESTONE w/ LIMESTONE w/ LIMESTONE w/
LIMESTONE LIMESTONE
Silt Silt Silt

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 18.57 5.61 2.36 7.41 12.35
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.14

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/04/11 Lab. Report No. 05332

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2162
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-106 MI-106 MI-106

Sample No. C24 C31 C32
Sample Top Depth (m) 22.90 27.80 28.80
Specimen No. 1 1 1
Specimen Top Depth (m) 23.10 27.90 29.10

Straightness (Method A) mm 0.56 0.436 0.44

Flatness of Ends (Method B) mm 0.222 0.225 0.219
Perpendicularity (Method B) 0.0026 0.0026 0.0026
Mean length mm 109.0 104.0 103.0
Mean diameter mm 84.0 87.0 84.0
Length to diameter ratio (L/D) 1.3 1.2 1.2
Moisture condition as received as received as received as received as received
Moisture content % 14 34 4.2
Bulk density Mg/m3 2.24 1.80 2.39
Dry density Mg/m3 1.97 1.34 2.29

Visual description / Lithology

CALCISILTITE CALCILUTITE CALCARENITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 6.25 0.06 11.66 #DIV/0! #DIV/0!
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.15

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/05/11 to 13/05/11 Lab. Report No. 05333

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3289
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-107 MI-107 MI-107 MI-107 MI-107

Sample No. C47 C49 C58 C60 C66
Sample Top Depth (m) 33.80 35.00 44.20 45.70 48.70
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 33.80 35.30 44.20 46.00 48.95

Straightness (Method A) mm 0.431 0.374 0.477 0.346 0.484

Flatness of Ends (Method B) mm 0.214 0.192 0.201 0.205 0.201
Perpendicularity (Method B) 0.0024 0.0023 0.0024 0.0025 0.0024
Mean length mm 108.0 139.0 132.0 115.0 109.0
Mean diameter mm 89.0 84.0 85.0 82.0 85.0
Length to diameter ratio (L/D) 1.2 1.7 1.6 1.4 1.3
Moisture condition as received as received as received as received as received
Moisture content % 11 7.8 18 19 17
Bulk density Mg/m3 1.99 2.12 2.00 1.93 1.71
Dry density Mg/m3 1.79 1.97 1.70 1.62 1.46

Visual description / Lithology

CALCISILTITE CALCISILTITE CALCISILTITE CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 24 24 24

Rate of loading 1 kN/sec 0.5 kN/sec 0.5 kN/sec 1 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.16 4.03 0.60 0.32 0.48
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.16

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/04/11 Lab. Report No. 05334

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2179
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-108 MI-108 MI-108 MI-108 MI-108

Sample No. C8 C13 C16 C17 C17
Sample Top Depth (m) 10.15 13.50 15.50 16.50 16.50
Specimen No. 1 1 1 1 2
Specimen Top Depth (m) 10.55 13.75 15.50 16.90 17.10

Straightness (Method A) mm 0.599 0.537 0.516 0.499 0.486

Flatness of Ends (Method B) mm 0.242 0.204 0.239 0.229 0.217
Perpendicularity (Method B) 0.0028 0.0025 0.0029 0.0027 0.0026
Mean length mm 103.0 103.0 97.0 108.0 159.0
Mean diameter mm 85.0 83.0 83.0 84.0 84.0
Length to diameter ratio (L/D) 1.2 1.2 1.2 1.3 1.9
Moisture condition as received as received as received as received as received
Moisture content % 13 16 2.3 11 27
Bulk density Mg/m3 2.23 2.17 2.43 2.33 1.31
Dry density Mg/m3 1.96 1.88 2.38 2.09 1.03

Visual description / Lithology

LIMESTONE LIMESTONE LIMESTONE LIMESTONE SHALE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.10 1.36 39.66 9.44 1.70
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.17

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/04/11 Lab. Report No. 05335

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2194
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-108 MI-108 MI-108 MI-108 MI-108

Sample No. C29 C33 C36 C38 C40
Sample Top Depth (m) 24.70 26.75 29.35 31.85 33.35
Specimen No. 1 1 3 1 2
Specimen Top Depth (m) 25.00 26.95 30.55 31.85 33.55

Straightness (Method A) mm 0.555 0.48 0.35 0.428 0.49

Flatness of Ends (Method B) mm 0.22 0.239 0.22 0.231 0.246
Perpendicularity (Method B) 0.0026 0.0028 0.0026 0.0028 0.0029
Mean length mm 107.0 110.0 112.0 94.0 111.0
Mean diameter mm 85.0 84.0 85.0 84.0 84.0
Length to diameter ratio (L/D) 1.3 1.3 1.3 1.1 1.3
Moisture condition as received as received as received as received as received
Moisture content % 9.6 9.5 9.8 25 39
Bulk density Mg/m3 2.06 2.36 2.33 2.04 1.75
Dry density Mg/m3 1.88 2.15 2.12 1.63 1.26

Visual description / Lithology

LIMESTONE CALCISLTITE CALCISILTITE CALCISILTITE CALCILUTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 5.15 10.34 17.72 0.28 1.17
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.18

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 25/04/11 Lab. Report No. 05336

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2708
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-109 MI-109 MI-109 MI-109 MI-109

Sample No. C2 C8 C9 C12 C13
Sample Top Depth (m) 6.15 10.20 11.30 14.50 15.75
Specimen No. 1 2 2 2 1
Specimen Top Depth (m) 6.15 10.50 12.40 15.10 15.90

Straightness (Method A) mm 0.511 0.637 0.379 0.48 0.483

Flatness of Ends (Method B) mm 0.207 0.23 0.185 0.181 0.211
Perpendicularity (Method B) 0.0024 0.0027 0.0022 0.0021 0.0025
Mean length mm 135.0 121.0 120.0 112.0 100.0
Mean diameter mm 85.0 85.0 85.0 85.0 85.0
Length to diameter ratio (L/D) 1.6 1.4 1.4 1.3 1.2
Moisture condition as received as received as received as received as received
Moisture content % 15 4.4 2.4 9.0 4.2
Bulk density Mg/m3 2.20 2.06 2.47 2.31 2.39
Dry density Mg/m3 1.91 1.97 2.41 2.12 2.29

Visual description / Lithology

LIMESTONE w/
LIMESTONE CALCISILTITE CALCISILTITE CALCISILTITE
Silt

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.19 23.41 33.40 14.00 27.60
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.19

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 25/04/11 Lab. Report No. 05337

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2728
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-109 MI-109 MI-109 MI-109 MI-109

Sample No. C17 C23 C24 C27 C28
Sample Top Depth (m) 18.75 23.25 24.25 26.85 27.75
Specimen No. 2 2 1 1 4
Specimen Top Depth (m) 19.70 23.75 24.50 27.30 29.00

Straightness (Method A) mm 0.445 0.351 0.587 0.517 0.453

Flatness of Ends (Method B) mm 0.207 0.187 0.209 0.2 0.181
Perpendicularity (Method B) 0.0024 0.0022 0.0025 0.0024 0.0022
Mean length mm 143.0 100.0 140.0 118.0 142.0
Mean diameter mm 85.0 84.0 85.0 85.0 83.0
Length to diameter ratio (L/D) 1.7 1.2 1.6 1.4 1.7
Moisture condition as received as received as received as received as received
Moisture content % 7.6 17 5.9 4.5 16
Bulk density Mg/m3 2.36 2.10 2.48 1.87 2.18
Dry density Mg/m3 2.19 1.80 2.34 1.79 1.88

Visual description / Lithology

CALCISILTITE CALCISILTITE LIMESTONE LIMESTONE CALCILUTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 18.73 0.73 26.84 2.29 1.23
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.20

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 25/04/11 Lab. Report No. 05338

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2745
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-109 MI-109

Sample No. C32 C38
Sample Top Depth (m) 30.75 34.25
Specimen No. 1 1
Specimen Top Depth (m) 31.20 34.25

Straightness (Method A) mm 0.224 0.418

Flatness of Ends (Method B) mm 0.197 0.18
Perpendicularity (Method B) 0.0023 0.0022
Mean length mm 132.0 124.0
Mean diameter mm 85.0 81.0
Length to diameter ratio (L/D) 1.6 1.5
Moisture condition as received as received as received as received as received
Moisture content % 12 31
Bulk density Mg/m3 2.12 1.99
Dry density Mg/m3 1.89 1.52

Visual description / Lithology

CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 1.26 0.79 #DIV/0! #DIV/0! #DIV/0!
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.21

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05339

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2239
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-110 MI-110 MI-110 MI-110 MI-110

Sample No. C10 C14 C14 C15 C20
Sample Top Depth (m) 12.10 15.50 15.50 17.00 21.20
Specimen No. 1 1 3 2 2
Specimen Top Depth (m) 12.10 15.60 16.22 17.50 21.70

Straightness (Method A) mm 0.674 0.347 0.373 0.621 0.529

Flatness of Ends (Method B) mm 0.184 0.223 0.167 0.198 0.221
Perpendicularity (Method B) 0.0022 0.0026 0.002 0.0024 0.0026
Mean length mm 112.0 118.0 111.0 108.0 122.0
Mean diameter mm 84.0 85.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.3 1.4 1.3 1.3 1.5
Moisture condition as received as received as received as received as received
Moisture content % 7.9 16 38 31 0.7
Bulk density Mg/m3 2.19 2.04 1.60 2.03 2.64
Dry density Mg/m3 2.03 1.76 1.16 1.55 2.62

Visual description / Lithology

LIMESTONE w/
LIMESTONE SHALE SHALE LIMESTONE
Silt

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 9.23 0.67 0.39 5.04 31.58
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.22

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05340

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2254
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-110 MI-110 MI-110 MI-110 MI-110

Sample No. C23 C24 C30 C33 C36
Sample Top Depth (m) 23.10 23.60 30.00 33.50 36.00
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 23.40 23.70 30.50 33.60 36.60

Straightness (Method A) mm 0.374 0.397 0.251 0.245 0.281

Flatness of Ends (Method B) mm 0.228 0.158 0.18 0.165 0.231
Perpendicularity (Method B) 0.0027 0.0019 0.0022 0.0019 0.0027
Mean length mm 103.0 119.0 119.0 115.0 129.0
Mean diameter mm 85.0 85.0 84.0 85.0 86.0
Length to diameter ratio (L/D) 1.2 1.4 1.4 1.4 1.5
Moisture condition as received as received as received as received as received
Moisture content % 4.8 10 8.1 13 22
Bulk density Mg/m3 2.48 2.06 2.25 2.16 2.04
Dry density Mg/m3 2.37 1.87 2.08 1.92 1.67

Visual description / Lithology

SILTSTONE SILTSTONE CALCISILTITE CALCILUTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 24.77 7.07 20.48 1.23 0.20
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.23

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05341

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2277
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-110 MI-110

Sample No. C38 C42
Sample Top Depth (m) 39.00 44.50
Specimen No. 4 2
Specimen Top Depth (m) 40.10 45.00

Straightness (Method A) mm 0.511 0.445

Flatness of Ends (Method B) mm 0.224 0.174
Perpendicularity (Method B) 0.0026 0.0021
Mean length mm 115.0 109.0
Mean diameter mm 85.0 84.0
Length to diameter ratio (L/D) 1.4 1.3
Moisture condition as received as received
Moisture content % 28 25
Bulk density Mg/m3 1.88 2.00
Dry density Mg/m3 1.47 1.60

Visual description / Lithology

CALCISILTITE CLAY

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.42 1.00 #DIV/0! #DIV/0! #DIV/0!
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.24

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 17/04/11 Lab. Report No. 05342

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-2446
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-111 MI-111 MI-111 MI-111 MI-111

Sample No. C8 C11 C14 C20 C21
Sample Top Depth (m) 10.25 12.45 15.70 21.35 22.05
Specimen No. 1 2 1 1 1
Specimen Top Depth (m) 10.40 13.40 16.15 21.35 22.05

Straightness (Method A) mm 0.34 0.38 0.38 0.33 0.36

Flatness of Ends (Method B) mm 0.21 0.21 0.19 0.2 0.21
Perpendicularity (Method B) 0.0025 0.0025 0.0022 0.0024 0.0025
Mean length mm 102.0 143.0 105.0 137.0 105.0
Mean diameter mm 85.0 85.0 85.0 85.0 85.0
Length to diameter ratio (L/D) 1.2 1.7 1.2 1.6 1.2
Moisture condition as received as received as received as received as received
Moisture content % 22 12 56 8.9 16
Bulk density Mg/m3 2.06 2.22 1.74 2.32 2.13
Dry density Mg/m3 1.69 1.99 1.11 2.13 1.84

Visual description / Lithology

LIMESTONE w/ LIMESTONE w/
LIMESTONE CALCISILTITE CALCARENITE
Silt Silt

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.03 1.53 0.25 7.26 4.64
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.25

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 17/04/11 Lab. Report No. 05343

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 112-2458
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-111 MI-111 MI-111

Sample No. C22 C23 C29
Sample Top Depth (m) 22.75 24.00 31.00
Specimen No. 1 1 2
Specimen Top Depth (m) 23.45 24.15 31.80

Straightness (Method A) mm 0.33 0.41 0.33 0.33 0.36

Flatness of Ends (Method B) mm 0.2 0.21 0.19 0.2 0.21
Perpendicularity (Method B) 0.0024 0.0025 0.0023 0.0024 0.0025
Mean length mm 106.0 102.0 89.0 137.0 105.0
Mean diameter mm 85.0 85.0 84.0 85.0 85.0
Length to diameter ratio (L/D) 1.2 1.2 1.1 1.6 1.2
Moisture condition as received as received as received as received as received
Moisture content % 15 14 23 8.9 16
Bulk density Mg/m3 2.14 2.09 2.20 2.32 2.13
Dry density Mg/m3 1.86 1.84 1.78 2.13 1.84

Visual description / Lithology

CALCISILTITE CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 24 24 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 5.32 10.07 0.34 7.26 4.64
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.26

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 30/03/11 Lab. Report No. 05344

Tested by : SC/IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1873
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-112 MI-112 MI-112 MI-112 MI-112

Sample No. C10 C12 C27 C28 C47
Sample Top Depth (m) 7.35 8.90 16.70 18.20 29.85
Specimen No. 1 1 1 2 1
Specimen Top Depth (m) 7.40 9.10 16.70 18.75 29.85

Straightness (Method A) mm 0.563 0.633 0.627 0.511 0.428

Flatness of Ends (Method B) mm 0.201 0.224 0.225 0.127 0.23
Perpendicularity (Method B) 0.0024 0.0027 0.0027 0.0015 0.0027
Mean length mm 109.0 108.0 88.0 103.0 100.0
Mean diameter mm 84.0 84.0 82.0 84.0 84.0
Length to diameter ratio (L/D) 1.3 1.3 1.1 1.2 1.2
Moisture condition as received as received as received as received as received
Moisture content % 3.4 1.9 6.0 2.3 16
Bulk density Mg/m3 2.24 1.99 2.34 2.45 2.14
Dry density Mg/m3 2.17 1.95 2.21 2.39 1.84

Visual description / Lithology

LIMESTONE LIMESTONE LIMESTONE LIMESTONE CALCILUTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 4.91 34.73 7.79 17.18 8.59
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.27

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 30/03/11 Lab. Report No. 05345

Tested by : SC/IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1899
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-112 MI-112 MI-112

Sample No. C51 C51 C60
Sample Top Depth (m) 32.20 32.20 37.60
Specimen No. 1 2 1
Specimen Top Depth (m) 32.50 33.00 38.00

Straightness (Method A) mm 0.627 0.75 0.411 0.511 0.428

Flatness of Ends (Method B) mm 0.221 0.199 0.224 0.127 0.23
Perpendicularity (Method B) 0.0026 0.0023 0.0027 0.0015 0.0027
Mean length mm 113.0 155.0 113.0 103.0 100.0
Mean diameter mm 86.0 85.0 82.0 84.0 84.0
Length to diameter ratio (L/D) 1.3 1.8 1.4 1.2 1.2
Moisture condition as received as received as received as received as received
Moisture content % 64 20 27 2.3 16
Bulk density Mg/m3 1.71 1.66 1.84 2.45 2.14
Dry density Mg/m3 1.05 1.39 1.45 2.39 1.84

Visual description / Lithology

CALCILUTITE CALCILUTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 24 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.21 0.59 0.84 17.18 8.59
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.28

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 11/05/11 to 12/05/11 Lab. Report No. 05346

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3308
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-113 MI-113 MI-113 MI-113 MI-113

Sample No. C6 C8 C13 C17 C18
Sample Top Depth (m) 8.85 10.80 16.55 20.50 22.00
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 9.05 11.00 16.55 21.00 22.40

Straightness (Method A) mm 0.537 0.34 0.409 0.654 0.627

Flatness of Ends (Method B) mm 0.179 0.185 0.201 0.2 0.19
Perpendicularity (Method B) 0.0021 0.0021 0.0024 0.0024 0.0023
Mean length mm 96.0 130.0 100.0 163.0 128.0
Mean diameter mm 85.0 85.0 85.0 85.0 84.0
Length to diameter ratio (L/D) 1.1 1.5 1.2 1.9 1.5
Moisture condition as received as received as received as received as received
Moisture content % 2.7 12 7.0 0.6 20
Bulk density Mg/m3 2.39 2.02 2.26 2.61 2.26
Dry density Mg/m3 2.33 1.81 2.11 2.59 1.89

Visual description / Lithology

LIMESTONE LIMESTONE CLAYSTONE
LIMESTONE CALCILUTITE
WITH SILT WITH SILT (SHALE)

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 24 24 24

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 1 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 5.39 0.68 15.95 22.83 0.49
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.29

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 11/05/11 to 12/05/11 Lab. Report No. 05347

Tested by : IAN Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-3325
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-113 MI-113

Sample No. C19 C21
Sample Top Depth (m) 23.50 26.25
Specimen No. 1 2
Specimen Top Depth (m) 23.75 27.50

Straightness (Method A) mm 0.371 0.481

Flatness of Ends (Method B) mm 0.213 0.161
Perpendicularity (Method B) 0.0025 0.0019
Mean length mm 112.0 112.0
Mean diameter mm 85.0 84.0
Length to diameter ratio (L/D) 1.3 1.3
Moisture condition as received as received
Moisture content % 16 21
Bulk density Mg/m3 2.06 2.10
Dry density Mg/m3 1.77 1.73

Visual description / Lithology

CALCARENITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23

Rate of loading 0.5 kN/sec 1 kN/sec
Unconfined compressive strength ( σ ) MPa 2.12 1.06
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.30

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05348

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1759
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-114 MI-114 MI-114 MI-114 MI-114

Sample No. C8 C14 C15 C16 C23
Sample Top Depth (m) 10.00 16.00 17.00 18.00 25.00
Specimen No. 1 2 1 1 2
Specimen Top Depth (m) 10.50 16.20 17.30 18.40 25.20

Straightness (Method A) mm 0.621 0.44 0.432 0.486 0.51

Flatness of Ends (Method B) mm 0.24 0.211 0.211 0.21 0.23
Perpendicularity (Method B) 0.0029 0.0025 0.0025 0.0025 0.0027
Mean length mm 146.0 118.0 132.0 117.0 98.0
Mean diameter mm 84.0 83.0 84.0 83.0 84.0
Length to diameter ratio (L/D) 1.7 1.4 1.6 1.4 1.2
Moisture condition as received as received as received as received as received
Moisture content % 5.3 17 28 17 13
Bulk density Mg/m3 2.35 2.09 1.91 2.12 2.14
Dry density Mg/m3 2.23 1.79 1.49 1.81 1.89

Visual description / Lithology

LIMESTONE SHALE SHALE SHALE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 7.85 3.21 2.80 0.81 10.02
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.31

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05349

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1778
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-114 MI-114 MI-114 MI-115 MI-115

Sample No. C24 C26 C27 C3 C7
Sample Top Depth (m) 26.00 28.00 29.10 4.00 8.70
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 26.20 28.50 29.40 4.00 9.35

Straightness (Method A) mm 0.563 0.51 0.418 0.59 0.516

Flatness of Ends (Method B) mm 0.217 0.237 0.213 0.24 0.246
Perpendicularity (Method B) 0.0026 0.0028 0.0025 0.0029 0.0029
Mean length mm 119.0 147.0 133.0 173.0 152.0
Mean diameter mm 85.0 85.0 84.0 84.0 85.0
Length to diameter ratio (L/D) 1.4 1.7 1.6 2.1 1.8
Moisture condition as received as received as received as received as received
Moisture content % 18 6.0 4.0 5.9 12
Bulk density Mg/m3 2.22 2.34 2.52 2.43 2.24
Dry density Mg/m3 1.88 2.21 2.42 2.30 2.01

Visual description / Lithology

CALCISILTITE CALCISILTITE CALCISILTITE LIMESTONE LIMESTONE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 0.44 15.03 47.19 8.84 0.19
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.32

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05350

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1799
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-115 MI-115 MI-115 MI-115 MI-115

Sample No. C12 C15 C16 C16 C18
Sample Top Depth (m) 12.90 16.00 17.50 17.50 19.75
Specimen No. 1 1 1 3 1
Specimen Top Depth (m) 13.30 16.15 17.75 18.25 19.75

Straightness (Method A) mm 0.475 0.531 0.427 0.517 0.436

Flatness of Ends (Method B) mm 0.223 0.236 0.232 0.222 0.226
Perpendicularity (Method B) 0.0027 0.0028 0.0028 0.0026 0.0027
Mean length mm 92.0 152.0 165.0 170.0 151.0
Mean diameter mm 84.0 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.1 1.8 2.0 2.0 1.8
Moisture condition as received as received as received as received as received
Moisture content % 8.0 3.2 20 14 15
Bulk density Mg/m3 2.22 2.55 2.00 2.18 2.25
Dry density Mg/m3 2.06 2.47 1.66 1.91 1.96

Visual description / Lithology

LIMESTONE LIMESTONE SHALE SHALE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 2.68 23.95 2.65 5.92 5.93
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.33

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05351

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1814
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-115 MI-115 MI-115 MI-115 MI-115

Sample No. C19 C20 C28 C31 C31
Sample Top Depth (m) 20.75 22.25 31.00 33.80 33.80
Specimen No. 2 1 1 1 3
Specimen Top Depth (m) 22.05 23.30 31.10 33.90 34.80

Straightness (Method A) mm 0.542 0.541 0.401 0.596 0.443

Flatness of Ends (Method B) mm 0.226 0.222 0.226 0.23 0.216
Perpendicularity (Method B) 0.0027 0.0026 0.0027 0.0027 0.0026
Mean length mm 124.0 149.0 173.0 138.0 175.0
Mean diameter mm 84.0 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.5 1.8 2.1 1.6 2.1
Moisture condition as received as received as received as received as received
Moisture content % 15 12 11 33 15
Bulk density Mg/m3 2.16 2.29 2.25 1.74 2.24
Dry density Mg/m3 1.88 2.05 2.03 1.31 1.95

Visual description / Lithology

CALCARENITE CALCARENITE CALCISILTITE CALCISILTITE CALCILUTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 8.01 10.45 10.66 1.30 2.81
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.34

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05352

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1588
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-125 MI-125 MI-125

Sample No. C2 C6 C11
Sample Top Depth (m) 3.60 6.95 12.00
Specimen No. 1 1 1
Specimen Top Depth (m) 3.70 6.95 12.00

Straightness (Method A) mm 0.586 0.51 0.539

Flatness of Ends (Method B) mm 0.242 0.223 0.24
Perpendicularity (Method B) 0.0029 0.0027 0.0029
Mean length mm 110.0 118.0 98.0
Mean diameter mm 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.3 1.4 1.2
Moisture condition as received as received as received as received as received
Moisture content % 0.8 0.8 2.2
Bulk density Mg/m3 2.59 2.60 2.37
Dry density Mg/m3 2.57 2.58 2.32

Visual description / Lithology

LIMESTONE LIMESTONE LIMESTONE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 40.02 51.46 59.23 #DIV/0! #DIV/0!
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.35

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05353

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1603
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-125 MI-125 MI-125 MI-126 MI-126

Sample No. C17 C19 C23 C6 C9
Sample Top Depth (m) 18.85 20.55 26.10 5.35 8.10
Specimen No. 1 3 3 1 1
Specimen Top Depth (m) 19.05 20.80 26.80 5.65 8.75

Straightness (Method A) mm 0.49 0.43 0.42 0.571 0.48

Flatness of Ends (Method B) mm 0.211 0.215 0.203 0.237 0.223
Perpendicularity (Method B) 0.0025 0.0026 0.0024 0.0028 0.0027
Mean length mm 127.0 139.0 97.0 110.0 114.0
Mean diameter mm 84.0 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.5 1.7 1.2 1.3 1.4
Moisture condition as received as received as received as received as received
Moisture content % 16 20 20 3.4 2.4
Bulk density Mg/m3 2.23 2.13 2.04 2.44 2.49
Dry density Mg/m3 1.93 1.78 1.70 2.36 2.43

Visual description / Lithology

LIMESTONE CALCISILTITE CALCARENITE LIMESTONE LIMESTONE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 5.33 1.07 3.20 22.20 29.91
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.36

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05354

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1622
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-126 MI-126 MI-126 MI-126 MI-126

Sample No. C12 C13 C18 C21 C22
Sample Top Depth (m) 11.60 13.00 16.50 20.30 21.80
Specimen No. 1 1 1 1 1
Specimen Top Depth (m) 11.70 13.10 16.50 20.80 22.10

Straightness (Method A) mm 0.56 0.491 0.455 0.418 0.421

Flatness of Ends (Method B) mm 0.247 0.24 0.239 0.216 0.224
Perpendicularity (Method B) 0.0029 0.0029 0.0028 0.0026 0.0027
Mean length mm 122.0 133.0 123.0 121.0 104.0
Mean diameter mm 84.0 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.5 1.6 1.5 1.4 1.2
Moisture condition as received as received as received as received as received
Moisture content % 2.5 2.9 3.6 18 14
Bulk density Mg/m3 2.53 0.20 2.44 2.10 2.15
Dry density Mg/m3 2.47 0.19 2.36 1.79 1.88

Visual description / Lithology

LIMESTONE LIMESTONE SHALE CALCISILTITE CALCARENITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 28.83 25.29 13.59 3.03 8.81
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.37

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page of
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05355

Tested by : KA Report Date 26/05/11
Test Location : FUGRO PENINSULAR, P.O.Box 47167, Doha
Test method used : ASTM D2938-95 FQ Sample No.: 11-1634
Test method variation : see note below
Method of preparation : ASTM D4543-01

Test Result

Source / Borehole No. MI-126 MI-126

Sample No. C26 C29
Sample Top Depth (m) 25.00 27.50
Specimen No. 2 1
Specimen Top Depth (m) 25.80 28.30

Straightness (Method A) mm 0.44 0.381 0.455 0.418 0.421

Flatness of Ends (Method B) mm 0.219 0.194 0.239 0.216 0.224
Perpendicularity (Method B) 0.0026 0.0023 0.0028 0.0026 0.0027
Mean length mm 94.0 151.0 123.0 121.0 104.0
Mean diameter mm 83.0 84.0 84.0 84.0 84.0
Length to diameter ratio (L/D) 1.1 1.8 1.5 1.4 1.2
Moisture condition as received as received as received as received as received
Moisture content % 27 17 3.6 18 14
Bulk density Mg/m3 2.01 2.22 2.44 2.10 2.15
Dry density Mg/m3 1.59 1.89 2.36 1.79 1.88

Visual description / Lithology

CALCISILTITE CALCISILTITE

Location of apparent weakness plane before test

Void Inclusion of Gypsum

Crack Pocket of Silt
Pocket of Calcisiltite

Failure pattern

Sample temperature at test °C 23 23 23 23 23

Rate of loading 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec 0.5 kN/sec
Unconfined compressive strength ( σ ) MPa 4.62 1.26 13.59 3.03 8.81
Notes: ND = Not Determined

Laboratory Manager

Project No. 11-5313-QA Plate: B8.38

GEO-rock-023-D
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-101

Sample No. : C1
Sample Top Depth (m) : 0.45
Specimen No. : 1.00
Speciment Depth (m) : 0.75
Visual description : LIMESTONE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05381

Tested by : KA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3004
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.622mm, flatness of ends (Method B) =
0.231mm, perpendicularity (Method B) = 0.0027

Test Result

18.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 0.5 %
Bulk density : 2.62 Mg/m3
15.00 Dry density : 2.61 Mg/m3

Rate of loading : 0.50 mm/min

12.00
Temperature at test : 23 °C
Maximum axial stress : 63.55 MPa
Axial Stress (MPa)

Axial strain at failure : N/D %

9.00
Unconfined compressive strength ( σ ) : 63.55 MPa
Modulus of elasticity (E) : 16980 MPa
6.00
d = 85 mm

Key
3.00 Crack
Void L = 181 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.04 0.08 0.12 0.16 0.20
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 10 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.1

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-101

Sample No. : C5
Sample Top Depth (m) : 2.10
Specimen No. : 1.00
Speciment Depth (m) : 2.80
Visual description : LIMESTONE w/ Silt

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05382

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3006
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.66mm, flatness of ends (Method B) =
0.243mm, perpendicularity (Method B) = 0.0029

Test Result

15.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 2.5 %
Bulk density : 2.21 Mg/m3
Dry density : 2.16 Mg/m3
12.00

Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
Maximum axial stress : 13.32 MPa
Axial Stress (MPa)

9.00 Axial strain at failure : 0.81 %

Unconfined compressive strength ( σ ) : 13.32 MPa

6.00 Modulus of elasticity (E) : 2205 MPa

d = 85 mm

3.00 Key
Crack
Void L = 176 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.20 0.40 0.60 0.80 1.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 65 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.2

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-102

Sample No. : C19
Sample Top Depth (m) : 17.10
Specimen No. : 2.00
Speciment Depth (m) : 17.60
Visual description : CALCISILTITE

Laboratory Information

Date of test : 13/05/11 Lab. Report No. 05383

Tested by : IAN Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3437
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.284mm, flatness of ends (Method B) =
0.189mm, perpendicularity (Method B) = 0.0023

Test Result

15.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 14 %
Bulk density : 2.17 Mg/m3
12.50 Dry density : 1.91 Mg/m3

Rate of loading : 0.50 mm/min

10.00
Temperature at test : 23 °C
Maximum axial stress : 11.78 MPa
Axial Stress (MPa)

Axial strain at failure : 0.44 %

7.50
Unconfined compressive strength ( σ ) : 11.78 MPa
Modulus of elasticity (E) : 3198 MPa
5.00
d = 84 mm

Key
2.50 Crack
Void L = 174 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 35 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.3

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-101

Sample No. : C26
Sample Top Depth (m) : 18.90
Specimen No. : 1.00
Speciment Depth (m) : 19.30
Visual description : CALCISILTITE

Laboratory Information

Date of test : 12/05/11 Lab. Report No. 05384

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3439
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.547mm, flatness of ends (Method B) =
0.206mm, perpendicularity (Method B) = 0.0024

Test Result

9.00 Length to diameter ratio (L/D) : 2.2

Moisture condition : as received
Moisture content : 15 %
Bulk density : 2.24 Mg/m3
7.50 Dry density : 1.95 Mg/m3

Rate of loading : 0.50 mm/min

6.00
Temperature at test : 23 °C
Maximum axial stress : 7.23 MPa
Axial Stress (MPa)

Axial strain at failure : 0.57 %

4.50
Unconfined compressive strength ( σ ) : 7.23 MPa
Modulus of elasticity (E) : 1692 MPa
3.00
d = 85 mm

Key
1.50 Crack
Void L = 184 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.15 0.30 0.45 0.60 0.75 0.90
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 70 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.4

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-103

Sample No. : C15
Sample Top Depth (m) : 11.35
Specimen No. : 1.00
Speciment Depth (m) : 12.10
Visual description : CALCISILTITE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05385

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3034
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.526mm, flatness of ends (Method B) =
0.25mm, perpendicularity (Method B) = 0.003

Test Result

20.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 8.5 %
Bulk density : 2.28 Mg/m3
Dry density : 2.10 Mg/m3
16.00

Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
Maximum axial stress : 20.77 MPa
Axial Stress (MPa)

12.00 Axial strain at failure : N/D %

Unconfined compressive strength ( σ ) : 20.77 MPa

8.00 Modulus of elasticity (E) : 838 MPa

d = 84 mm

4.00 Key
Crack
Void L = 172 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.60 1.20 1.80 2.40 3.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 30 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.5

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-103

Sample No. : C22
Sample Top Depth (m) : 17.35
Specimen No. : 1.00
Speciment Depth (m) : 17.80
Visual description : CALCISILTITE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05386

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3041
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.481mm, flatness of ends (Method B) =
0.231mm, perpendicularity (Method B) = 0.0028

Test Result

3.50 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 18 %
Bulk density : 1.87 Mg/m3
Dry density : 1.58 Mg/m3
2.80

Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
Maximum axial stress : 3.27 MPa
Axial Stress (MPa)

2.10 Axial strain at failure : 0.50 %

Unconfined compressive strength ( σ ) : 3.27 MPa

1.40 Modulus of elasticity (E) : 1074 MPa

d = 84 mm

0.70 Key
Crack
Void L = 172 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.15 0.30 0.45 0.60 0.75
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.6

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-123

Sample No. : C6
Sample Top Depth (m) : 4.60
Specimen No. : 1.00
Speciment Depth (m) : 5.35
Visual description : LIMESTONE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05387

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3049
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.462mm, flatness of ends (Method B) =
0.24mm, perpendicularity (Method B) = 0.0028

Test Result

18.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 0.4 %
Bulk density : 2.64 Mg/m3
15.00 Dry density : 2.63 Mg/m3

Rate of loading : 0.50 mm/min

12.00
Temperature at test : 23 °C
Maximum axial stress : 18.20 MPa
Axial Stress (MPa)

Axial strain at failure : N/D %

9.00
Unconfined compressive strength ( σ ) : 18.20 MPa
Modulus of elasticity (E) : 14903 MPa
6.00
d = 85 mm

Key
3.00 Crack
Void L = 170 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.04 0.08 0.12 0.16 0.20
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.7

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU12-123

Sample No. : C9
Sample Top Depth (m) : 8.35
Specimen No. : 1.00
Speciment Depth (m) : 8.50
Visual description : LIMESTONE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05388

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3053
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.631mm, flatness of ends (Method B) =
0.241mm, perpendicularity (Method B) = 0.0028

Test Result

7.50 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 4.4 %
Bulk density : 2.24 Mg/m3
Dry density : 2.15 Mg/m3
6.00

Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
Maximum axial stress : 6.84 MPa
Axial Stress (MPa)

4.50 Axial strain at failure : 0.24 %

Unconfined compressive strength ( σ ) : 6.84 MPa

3.00 Modulus of elasticity (E) : 5171 MPa

d = 85 mm

1.50 Key
Crack
Void L = 174 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.08 0.16 0.24 0.32 0.40
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 65 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.8

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU13-119

Sample No. : C13
Sample Top Depth (m) : 12.60
Specimen No. : 1.00
Speciment Depth (m) : 12.75
Visual description : LIMESTONE

Laboratory Information

Date of test : 13/05/11 Lab. Report No. 05389

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3459
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.444mm, flatness of ends (Method B) =
0.206mm, perpendicularity (Method B) = 0.0024

Test Result

18.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 4.4 %
Bulk density : 2.48 Mg/m3
15.00 Dry density : 2.37 Mg/m3

Rate of loading : 0.50 mm/min

12.00
Temperature at test : 23 °C
Maximum axial stress : 15.53 MPa
Axial Stress (MPa)

Axial strain at failure : 0.64 %

9.00
Unconfined compressive strength ( σ ) : 15.49 MPa
Modulus of elasticity (E) : 4057 MPa
6.00
d = 85 mm

Key
3.00 Crack
Void L = 166 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.15 0.30 0.45 0.60 0.75 0.90
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

Compressive strength computed for an equivalent length to diameter ratio of 2:1 as per ASTM D 2938-86 Note 3.
E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.9

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU13-119

Sample No. : C15
Sample Top Depth (m) : 15.00
Specimen No. : 2.00
Speciment Depth (m) : 15.80
Visual description : CALCISILTITE

Laboratory Information

Date of test : 12/05/11 Lab. Report No. 05390

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3463
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.447mm, flatness of ends (Method B) =
0.201mm, perpendicularity (Method B) = 0.0024

Test Result

2.40 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 17 %
Bulk density : 2.11 Mg/m3
2.00 Dry density : 1.80 Mg/m3

Rate of loading : 0.50 mm/min

1.60
Temperature at test : 23 °C
Maximum axial stress : 2.27 MPa
Axial Stress (MPa)

Axial strain at failure : 2.43 %

1.20
Unconfined compressive strength ( σ ) : 2.27 MPa
Modulus of elasticity (E) : 124 MPa
0.80
d = 84 mm

Key
0.40 Crack
Void L = 168 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.50 1.00 1.50 2.00 2.50 3.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.10

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU13-120

Sample No. : C13
Sample Top Depth (m) : 9.55
Specimen No. : 1.00
Speciment Depth (m) : 9.90
Visual description : LIMESTONE

Laboratory Information

Date of test : 08/05/11 Lab. Report No. 05391

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3140
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.481mm, flatness of ends (Method B) =
0.246mm, perpendicularity (Method B) = 0.0029

Test Result

12.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 5.0 %
Bulk density : 2.30 Mg/m3
10.00 Dry density : 2.19 Mg/m3

Rate of loading : 0.50 mm/min

8.00
Temperature at test : 23 °C
Maximum axial stress : 10.22 MPa
Axial Stress (MPa)

Axial strain at failure : 0.38 %

6.00
Unconfined compressive strength ( σ ) : 10.22 MPa
Modulus of elasticity (E) : 3942 MPa
4.00
d = 85 mm

Key
2.00 Crack
Void L = 176 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.10 0.20 0.30 0.40 0.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.11

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU13-120

Sample No. : C18
Sample Top Depth (m) : 12.90
Specimen No. : 1.00
Speciment Depth (m) : 13.30
Visual description : LIMESTONE

Laboratory Information

Date of test : 09/05/11 Lab. Report No. 05392

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3144
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.391mm, flatness of ends (Method B) =
0.195mm, perpendicularity (Method B) = 0.0023

Test Result

15.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 10 %
Bulk density : 2.28 Mg/m3
12.50 Dry density : 2.07 Mg/m3

Rate of loading : 0.50 mm/min

10.00
Temperature at test : 23 °C
Maximum axial stress : 12.86 MPa
Axial Stress (MPa)

Axial strain at failure : 0.58 %

7.50
Unconfined compressive strength ( σ ) : 12.86 MPa
Modulus of elasticity (E) : 3505 MPa
5.00
d = 85 mm

Key
2.50 Crack
Void L = 179 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.15 0.30 0.45 0.60 0.75
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 60 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.12

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU14-121

Sample No. : C26
Sample Top Depth (m) : 15.25
Specimen No. : 1.00
Speciment Depth (m) : 15.40
Visual description : LIMESTONE

Laboratory Information

Date of test : 09/05/11 Lab. Report No. 05393

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3188
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.426mm, flatness of ends (Method B) =
0.193mm, perpendicularity (Method B) = 0.0022

Test Result

0.90 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 24 %
Bulk density : 1.80 Mg/m3
0.75 Dry density : 1.46 Mg/m3

Rate of loading : 0.50 mm/min

0.60
Temperature at test : 23 °C
Maximum axial stress : 0.81 MPa
Axial Stress (MPa)

Axial strain at failure : 0.99 %

0.45
Unconfined compressive strength ( σ ) : 0.81 MPa
Modulus of elasticity (E) : 155 MPa
0.30
d = 87 mm

Key
0.15 Crack
Void L = 174 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 35 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.13

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU14-122

Sample No. : C12
Sample Top Depth (m) : 14.60
Specimen No. : 2.00
Speciment Depth (m) : 15.10
Visual description : LIMESTONE

Laboratory Information

Date of test : 09/05/11 Lab. Report No. 05394

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3163
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.671mm, flatness of ends (Method B) =
0.249mm, perpendicularity (Method B) = 0.003

Test Result

9.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 5.5 %
Bulk density : 2.32 Mg/m3
7.50 Dry density : 2.20 Mg/m3

Rate of loading : 0.50 mm/min

6.00
Temperature at test : 23 °C
Maximum axial stress : 7.20 MPa
Axial Stress (MPa)

Axial strain at failure : 0.35 %

4.50
Unconfined compressive strength ( σ ) : 7.20 MPa
Modulus of elasticity (E) : 3262 MPa
3.00
d = 84 mm

Key
1.50 Crack
Void L = 178 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.10 0.20 0.30 0.40 0.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 65 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.14

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : JU14-122

Sample No. : C15
Sample Top Depth (m) : 18.30
Specimen No. : 2.00
Speciment Depth (m) : 19.25
Visual description : SHALE

Laboratory Information

Date of test : 09/05/11 Lab. Report No. 05395

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3167
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.408mm, flatness of ends (Method B) =
0.217mm, perpendicularity (Method B) = 0.0026

Test Result

10.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 13 %
Bulk density : 2.09 Mg/m3
Dry density : 1.84 Mg/m3
8.00

Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
Maximum axial stress : 9.46 MPa
Axial Stress (MPa)

6.00 Axial strain at failure : 2.39 %

Unconfined compressive strength ( σ ) : 9.46 MPa

4.00 Modulus of elasticity (E) : 643 MPa

d = 83 mm

2.00 Key
Crack
Void L = 173 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.60 1.20 1.80 2.40 3.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 45 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.15

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-105

Sample No. : C37
Sample Top Depth (m) : 33.25
Specimen No. : 1.00
Speciment Depth (m) : 33.35
Visual description : CALCISILTITE

Laboratory Information

Date of test : 18/04/11 Lab. Report No. 05396

Tested by : KA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2438
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.51mm, flatness of ends (Method B) =
0.212mm, perpendicularity (Method B) = 0.0025

Test Result

0.36 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 37 %
Bulk density : 1.86 Mg/m3
0.30 Dry density : 1.36 Mg/m3

Rate of loading : 0.50 mm/min

0.24
Temperature at test : 24 °C
Maximum axial stress : 0.33 MPa
Axial Stress (MPa)

Axial strain at failure : 0.98 %

0.18
Unconfined compressive strength ( σ ) : 0.33 MPa
Modulus of elasticity (E) : 59 MPa
0.12
d = 85 mm

Key
0.06 Crack
Void L = 171 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.40 0.80 1.20 1.60 2.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.16

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-106

Sample No. : C15
Sample Top Depth (m) : 13.15
Specimen No. : 2.00
Speciment Depth (m) : 14.05
Visual description : LIMESTONE

Laboratory Information

Date of test : 13/04/11 Lab. Report No. 05397

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2147
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.526mm, flatness of ends (Method B) =
0.233mm, perpendicularity (Method B) = 0.0027

Test Result

9.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 6.2 %
Bulk density : 2.34 Mg/m3
7.50 Dry density : 2.20 Mg/m3

Rate of loading : 0.50 mm/min

6.00
Temperature at test : 24 °C
Maximum axial stress : 6.78 MPa
Axial Stress (MPa)

Axial strain at failure : 0.36 %

4.50
Unconfined compressive strength ( σ ) : 6.78 MPa
Modulus of elasticity (E) : 1833 MPa
3.00
d = 85 mm

Key
1.50 Crack
Void L = 173 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.10 0.20 0.30 0.40 0.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.17

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-106

Sample No. : C23
Sample Top Depth (m) : 21.90
Specimen No. : 1.00
Speciment Depth (m) : 22.50
Visual description : CALCISILTITE

Laboratory Information

Date of test : 13/04/11 Lab. Report No. 05398

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2161
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.475mm, flatness of ends (Method B) =
0.227mm, perpendicularity (Method B) = 0.0027

Test Result

10.00 Length to diameter ratio (L/D) : 2.2

Moisture condition : as received
Moisture content : 13 %
9.00
Bulk density : 2.33 Mg/m3
Dry density : 2.07 Mg/m3
8.00

Rate of loading : 0.50 mm/min

7.00
Temperature at test : 24 °C
Maximum axial stress : 8.19 MPa
Axial Stress (MPa)

6.00 Axial strain at failure : 0.50 %

5.00
Unconfined compressive strength ( σ ) : 8.19 MPa
4.00 Modulus of elasticity (E) : 2404 MPa

3.00 d = 84 mm

2.00 Key
Crack

1.00 Void L = 183 mm

Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.20 0.40 0.60 0.80
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.18

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-107

Sample No. : C5
Sample Top Depth (m) : 7.60
Specimen No. : 1.00
Speciment Depth (m) : 7.90
Visual description : LIMESTONE

Laboratory Information

Date of test : 12/05/11 Lab. Report No. 05399

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3271
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.459mm, flatness of ends (Method B) =
0.204mm, perpendicularity (Method B) = 0.0024

Test Result

18.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 1.1 %
Bulk density : 2.58 Mg/m3
15.00 Dry density : 2.55 Mg/m3

Rate of loading : 0.50 mm/min

12.00
Temperature at test : 23 °C
Maximum axial stress : 60.04 MPa
Axial Stress (MPa)

Axial strain at failure : N/D %

9.00
Unconfined compressive strength ( σ ) : 60.04 MPa
Modulus of elasticity (E) : 8143 MPa
6.00
d = 85 mm

Key
3.00 Crack
Void L = 173 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.10 0.20 0.30 0.40 0.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 20 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.19

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-107

Sample No. : C35
Sample Top Depth (m) : 26.80
Specimen No. : 1.00
Speciment Depth (m) : 27.20
Visual description : CALCARENITE

Laboratory Information

Date of test : 12/05/11 Lab. Report No. 05400

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-3283
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.539mm, flatness of ends (Method B) =
0.187mm, perpendicularity (Method B) = 0.0022

Test Result

3.60 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 7.7 %
Bulk density : 1.78 Mg/m3
3.00 Dry density : 1.65 Mg/m3

Rate of loading : 0.50 mm/min

2.40
Temperature at test : 23 °C
Maximum axial stress : 3.31 MPa
Axial Stress (MPa)

Axial strain at failure : 0.51 %

1.80
Unconfined compressive strength ( σ ) : 3.31 MPa
Modulus of elasticity (E) : 1132 MPa
1.20
d = 85 mm

Key
0.60 Crack
Void L = 176 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.20 0.40 0.60 0.80 1.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 70 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.20

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-108

Sample No. : C16
Sample Top Depth (m) : 15.50
Specimen No. : 2.00
Speciment Depth (m) : 16.00
Visual description : LIMESTONE

Laboratory Information

Date of test : 13/04/11 Lab. Report No. 05401

Tested by : KA/DKA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2184
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.549mm, flatness of ends (Method B) =
0.226mm, perpendicularity (Method B) = 0.0027

Test Result

6.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
5.50 Moisture content : 16 %
Bulk density : 2.13 Mg/m3
5.00 Dry density : 1.83 Mg/m3

4.50
Rate of loading : 0.50 mm/min
4.00
Temperature at test : 24 °C
Maximum axial stress : 4.67 MPa
Axial Stress (MPa)

3.50 Axial strain at failure : 1.04 %

3.00
Unconfined compressive strength ( σ ) : 4.67 MPa
2.50
Modulus of elasticity (E) : 800 MPa
2.00
d = 84 mm
1.50
Key
1.00 Crack
Void L = 175 mm
0.50
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.21

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-109

Sample No. : C12
Sample Top Depth (m) : 14.50
Specimen No. : 1.00
Speciment Depth (m) : 14.60
Visual description : CALCILUTITE

Laboratory Information

Date of test : 25/04/11 Lab. Report No. 05402

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2722
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.379mm, flatness of ends (Method B) =
0.229mm, perpendicularity (Method B) = 0.0027

Test Result

11.00 Length to diameter ratio (L/D) : 2.2

Moisture condition : as received
10.00 Moisture content : 11 %
Bulk density : 2.11 Mg/m3
9.00 Dry density : 1.90 Mg/m3

8.00 Rate of loading : 0.50 mm/min

Temperature at test : 24 °C
7.00 Maximum axial stress : 8.55 MPa
Axial Stress (MPa)

Axial strain at failure : 1.43 %

6.00

5.00 Unconfined compressive strength ( σ ) : 8.55 MPa

Modulus of elasticity (E) : 1023 MPa
4.00
d = 85 mm
3.00

Key
2.00
Crack
Void L = 184 mm
1.00
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.50 1.00 1.50 2.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.22

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-109

Sample No. : C28
Sample Top Depth (m) : 27.75
Specimen No. : 2.00
Speciment Depth (m) : 28.15
Visual description : CALCISILTITE

Laboratory Information

Date of test : 25/04/11 Lab. Report No. 05403

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2741
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.539mm, flatness of ends (Method B) =
0.204mm, perpendicularity (Method B) = 0.0024

Test Result

Length to diameter ratio (L/D) : 2.0

7.80 Moisture condition : as received
Moisture content : 1.3 %
7.20
Bulk density : 2.34 Mg/m3
6.60 Dry density : 2.31 Mg/m3

6.00
Rate of loading : 0.50 mm/min
5.40 Temperature at test : 24 °C
Maximum axial stress : 6.61 MPa
Axial Stress (MPa)

4.80 Axial strain at failure : 1.16 %

4.20

3.60 Unconfined compressive strength ( σ ) : 6.61 MPa

Modulus of elasticity (E) : 781 MPa
3.00

2.40 d = 85 mm

1.80
Key

1.20 Crack
Void L = 174 mm
0.60 Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.23

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-110

Sample No. : C10
Sample Top Depth (m) : 12.10
Specimen No. : 3.00
Speciment Depth (m) : 12.90
Visual description : LIMESTONE

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05404

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2241
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.493mm, flatness of ends (Method B) =
0.213mm, perpendicularity (Method B) = 0.0025

Test Result

3.50 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 8.1 %
3.00 Bulk density : 2.30 Mg/m3
Dry density : 2.13 Mg/m3

2.50
Rate of loading : 0.50 mm/min
Temperature at test : 24 °C
Maximum axial stress : 2.83 MPa
Axial Stress (MPa)

2.00
Axial strain at failure : 0.57 %

Unconfined compressive strength ( σ ) : 2.83 MPa

1.50
Modulus of elasticity (E) : 413 MPa

1.00
d = 84 mm

Key
Crack
0.50
Void L = 168 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.20 0.40 0.60 0.80 1.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.24

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-110

Sample No. : C11
Sample Top Depth (m) : 13.10
Specimen No. : 2.00
Speciment Depth (m) : 13.50
Visual description : LIMESTONE w/ Silt

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05405

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2243
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.49mm, flatness of ends (Method B) =
0.224mm, perpendicularity (Method B) = 0.0027

Test Result

Length to diameter ratio (L/D) : 2.1

2.40 Moisture condition : as received
Moisture content : 11 %
Bulk density : 2.25 Mg/m3
2.10 Mg/m3
Dry density : 2.03

1.80 Rate of loading : 0.50 mm/min

Temperature at test : 24 °C
Maximum axial stress : 2.05 MPa
Axial Stress (MPa)

1.50 Axial strain at failure : 1.06 %

1.20
Unconfined compressive strength ( σ ) : 2.05 MPa
Modulus of elasticity (E) : 540 MPa
0.90
d = 83 mm
0.60
Key
Crack
0.30 Void L = 178 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.25

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-110

Sample No. : C29
Sample Top Depth (m) : 28.80
Specimen No. : 3.00
Speciment Depth (m) : 29.30
Visual description : LIMESTONE

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05406

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2262
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.334mm, flatness of ends (Method B) =
0.211mm, perpendicularity (Method B) = 0.0025

Test Result

18.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 0.5 %
16.00 Mg/m3
Bulk density : 2.63
Dry density : 2.62 Mg/m3
14.00
Rate of loading : 0.50 mm/min
12.00 Temperature at test : 24 °C
Maximum axial stress : 48.36 MPa
Axial Stress (MPa)

Axial strain at failure : N/D %

10.00

8.00 Unconfined compressive strength ( σ ) : 48.36 MPa

Modulus of elasticity (E) : 2613 MPa
6.00
d = 85 mm

4.00 Key
Crack
2.00 Void L = 170 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.26

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-110

Sample No. : C38
Sample Top Depth (m) : 39.00
Specimen No. : 2.00
Speciment Depth (m) : 39.70
Visual description : CALCISILTITE

Laboratory Information

Date of test : 16/04/11 Lab. Report No. 05407

Tested by : IAN/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-2275
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.284mm, flatness of ends (Method B) =
0.24mm, perpendicularity (Method B) = 0.0029

Test Result

1.60 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 28 %
1.40 Bulk density : 2.02 Mg/m3
Dry density : 1.58 Mg/m3

1.20
Rate of loading : 0.50 mm/min
Temperature at test : 24 °C
1.00 Maximum axial stress : 1.28 MPa
Axial Stress (MPa)

Axial strain at failure : 1.32 %

0.80
Unconfined compressive strength ( σ ) : 1.28 MPa
Modulus of elasticity (E) : 87 MPa
0.60

d = 84 mm
0.40
Key
Crack
0.20 Void L = 168 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50 1.80
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.27

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-111

Sample No. : C28
Sample Top Depth (m) : 30.00
Specimen No. : 1.00
Speciment Depth (m) : 30.20
Visual description : CALCISILTITE

Laboratory Information

Date of test : 18/04/11 Lab. Report No. 05408

Tested by : KA Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1801
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.42mm, flatness of ends (Method B) =
0.206mm, perpendicularity (Method B) = 0.0025

Test Result

0.15 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
0.14 Moisture content : 19 %
0.13 Bulk density : 2.21 Mg/m3
Dry density : 1.86 Mg/m3
0.12

0.11 Rate of loading : 0.50 mm/min

0.10
Temperature at test : 24 °C
Maximum axial stress : 0.13 MPa
Axial Stress (MPa)

0.09 Axial strain at failure : 0.89 %

0.08

0.07
Unconfined compressive strength ( σ ) : 0.13 MPa
0.06 Modulus of elasticity (E) : 12 MPa
0.05
d = 83 mm
0.04

0.03 Key
Crack
0.02
Void L = 173 mm
0.01 Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.30 0.60 0.90 1.20 1.50
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 80 % of ultimate strength.

Laboratory Manager

Project No. 11-2467 Plate: B9.28

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-112

Sample No. : C47
Sample Top Depth (m) : 29.85
Specimen No. : 2.00
Speciment Depth (m) : 30.40
Visual description : CALCISILTITE

Laboratory Information

Date of test : 03/04/11 Lab. Report No. 05409

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1897
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.461mm, flatness of ends (Method B) =
0.213mm, perpendicularity (Method B) = 0.0025

Test Result

9.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 9.2 %
8.00 Mg/m3
Bulk density : 1.96
Dry density : 1.80 Mg/m3
7.00
Rate of loading : 0.50 mm/min
6.00
Temperature at test : 24 °C
Maximum axial stress : 7.38 MPa
Axial Stress (MPa)

Axial strain at failure : 1.17 %

5.00

4.00 Unconfined compressive strength ( σ ) : 7.38 MPa

Modulus of elasticity (E) : 623 MPa
3.00
d = 84 mm

2.00 Key
Crack
1.00 Void L = 169 mm
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.40 0.80 1.20 1.60 2.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.29

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-115

Sample No. : C13
Sample Top Depth (m) : 14.10
Specimen No. : 1.00
Speciment Depth (m) : 14.95
Visual description : LIMESTONE

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05410

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1801
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.539mm, flatness of ends (Method B) =
0.23mm, perpendicularity (Method B) = 0.0027

Test Result

5.00 Length to diameter ratio (L/D) : 2.0

Moisture condition : as received
Moisture content : 6.9 %
4.50
Bulk density : 2.33 Mg/m3
Dry density : 2.18 Mg/m3
4.00

Rate of loading : 0.50 mm/min

3.50
Temperature at test : 23 °C
Maximum axial stress : 4.24 MPa
Axial Stress (MPa)

3.00 Axial strain at failure : 1.04 %

2.50
Unconfined compressive strength ( σ ) : 4.24 MPa
2.00 Modulus of elasticity (E) : 623 MPa

1.50 d = 84 mm

1.00 Key
Crack

0.50 Void L = 172 mm

Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.40 0.80 1.20 1.60 2.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.30

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-115

Sample No. : C15
Sample Top Depth (m) : 16.00
Specimen No. : 3.00
Speciment Depth (m) : 17.40
Visual description : LIMESTONE

Laboratory Information

Date of test : 28/03/11 Lab. Report No. 05411

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1805
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.524mm, flatness of ends (Method B) =
0.214mm, perpendicularity (Method B) = 0.0025

Test Result

5.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
Moisture content : 19 %
4.50
Bulk density : 2.03 Mg/m3
Dry density : 1.71 Mg/m3
4.00

Rate of loading : 0.50 mm/min

3.50
Temperature at test : 23 °C
Maximum axial stress : 4.44 MPa
Axial Stress (MPa)

3.00 Axial strain at failure : 2.59 %

2.50
Unconfined compressive strength ( σ ) : 4.44 MPa
2.00 Modulus of elasticity (E) : 183 MPa

1.50 d = 84 mm

1.00 Key
Crack

0.50 Void L = 174 mm

Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.31

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-125

Sample No. : C5
Sample Top Depth (m) : 5.70
Specimen No. : 1.00
Speciment Depth (m) : 5.90
Visual description : LIMESTONE

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05412

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1591
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.581mm, flatness of ends (Method B) =
0.229mm, perpendicularity (Method B) = 0.0027

Test Result

22.00 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
20.00 Moisture content : 0.8 %
Bulk density : 2.63 Mg/m3
18.00 Dry density : 2.61 Mg/m3

16.00 Rate of loading : 0.50 mm/min

Temperature at test : 23 °C
14.00 Maximum axial stress : 42.17 MPa
Axial Stress (MPa)

Axial strain at failure : N/D %

12.00

10.00 Unconfined compressive strength ( σ ) : 42.17 MPa

Modulus of elasticity (E) : 9888 MPa
8.00
d = 84 mm
6.00

Key
4.00
Crack
Void L = 173 mm
2.00
Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.05 0.10 0.15 0.20 0.25 0.30
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

When rock strength exceeded the capacity of our regular test frame, the max.stress was determined in a high range
compression machine without strain measurement.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.32

GEO-rock-020-C
UNCONFINED COMPRESSIVE STRENGTH TEST OF INTACT ROCK CORE
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Source / Bore Hole No. : MI-125

Sample No. : C13
Sample Top Depth (m) : 14.40
Specimen No. : 1.00
Speciment Depth (m) : 15.20
Visual description : SHALE

Laboratory Information

Date of test : 21/03/11 Lab. Report No. 05413

Tested by : KA/KBH Report Date 26/05/11
Test Location : Fugro Peninsular, P.O.Box 47167 Doha - Qatar
Test method used : ASTM D2938-95 & D3148-96 FQ Sample No.: 11-1600
Test method variation : see note below
Method of preparation : The specimen was prepared to the highest standards practicable. Maximum recorded
deviations (ASTM D4543)... straightness (Method A) = 0.526mm, flatness of ends (Method B) =
0.211mm, perpendicularity (Method B) = 0.0025

Test Result

2.60 Length to diameter ratio (L/D) : 2.1

Moisture condition : as received
2.40 Moisture content : 21 %
Bulk density : 2.10 Mg/m3
2.20
Dry density : 1.74 Mg/m3
2.00
Rate of loading : 0.50 mm/min
1.80 Temperature at test : 23 °C
Maximum axial stress : 2.15 MPa
1.60
Axial Stress (MPa)

Axial strain at failure : 0.85 %

1.40

1.20 Unconfined compressive strength ( σ ) : 2.15 MPa

1.00 Modulus of elasticity (E) : 374 MPa

0.80 d = 84 mm

0.60
Key

0.40 Crack
Void L = 177 mm
0.20 Inclusion of Gypsum
Pocket of Silt
0.00
Pocket of Calcisiltite
0.00 0.20 0.40 0.60 0.80 1.00 1.20
Axial Strain (%)
initial Failure mode

Notes: N/D = Not Determined

E-Modulus determined using tangent modulus measured at 50 % of ultimate strength.

Laboratory Manager

Project No. 11-5313-QA Plate: B9.33

GEO-rock-020-C
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 07/05/11 to 08/05/11 Lab. Report No. 05356

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3005
Method of preparation : see test type column below Tested by: KBH
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU12-101 C3 1 1.80 LIMESTONE a ⊥ 1.2 85 45 41 17.0 3.83 4.36

JU12-101 C7 1 4.35 LIMESTONE a ⊥ 2.2 85 56 52 5.6 1.00 1.19
JU12-101 C8 1 5.45 LIMESTONE a ⊥ 0.2 85 61 57 21.0 3.40 4.17
JU12-101 C9 1 7.95 LIMESTONE a ⊥ 1.9 85 51 47 13.0 2.56 3.00
JU12-101 C11 1 9.70 LIMESTONE a ⊥ 7.5 85 67 63 4.6 0.67 0.85
JU12-101 C13 1 11.55 LIMESTONE a ⊥ 26 84 56 52 1.8 0.32 0.39
JU12-101 C14 1 12.75 CLAYSTONE a ⊥ 7.2 85 43 39 5.6 1.33 1.49
JU12-101 C19 1 14.70 CALCISILTITE a ⊥ 39 80 54 49 1.7 0.34 0.40
JU12-101 C19 2 15.75 CALCISILTITE a ⊥ 1.0 85 58 54 5.6 0.96 1.16
JU12-101 C20 1 16.34 CALCISILTITE a ⊥ 5.0 85 58 53 0.3 0.05 0.06
JU12-101 C25 1 18.65 CALCISILTITE a ⊥ 15 84 46 42 2.1 0.47 0.53

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.1

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 40675 to 1305/2011 Lab. Report No. 05357

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3422
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU12-102 C2 1 2.70 LIMESTONE a ⊥ 0.7 83 66 62 13.0 1.98 2.46

JU12-102 C5 1 4.35 LIMESTONE a ⊥ 1.5 85 54 50 7.0 1.29 1.54
JU12-102 C7 2 6.15 LIMESTONE WITH a ⊥ 6.8 85 69 63 0.2 0.03 0.04
JU12-102 C10 1 8.15 LIMESTONE a ⊥ 4.9 85 52 47 8.0 1.57 1.85
JU12-102 C10 3 8.75 LIMESTONE a ⊥ 10 85 73 66 0.7 0.10 0.12
JU12-102 C10 4 9.35 LIMESTONE a ⊥ 28 85 70 65 2.5 0.36 0.45
JU12-102 C13 1 12.30 LIMESTONE a ⊥ 7.6 85 53 50 2.9 0.54 0.64
JU12-102 C13 3 13.20 CALCISILTITE d || 6.2 100 85 81 0.3 0.04 0.05
JU12-102 C14 1 13.55 LIMESTONE a ⊥ 4.8 85 65 62 11.0 1.64 2.05
JU12-102 C19 1 17.25 CALCISILTITE a ⊥ 16 84 65 60 4.0 0.62 0.77
JU12-102 C19 3 18.00 CALCISILTITE d || 7.6 85 85 80 9.0 1.32 1.66
JU12-102 C24 1 22.95 CALCISILTITE a ⊥ 19 85 73 66 0.2 0.03 0.04
JU12-102 C27 1 24.55 CALCISILTITE a ⊥ 24 82 77 70 0.7 0.10 0.12
JU12-102 C30 1 26.05 CALCISILTITE a ⊥ 43 85 74 68 0.2 0.03 0.03
JU12-102 C32 1 28.35 CALCISILTITE a ⊥ 32 84 62 58 0.2 0.03 0.04
JU12-102 C34 1 29.70 CALCISILTITE a ⊥ 43 84 70 65 0.2 0.03 0.04

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.2

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 07/05/11 to 08/05/11 Lab. Report No. 05358

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3026
Method of preparation : see test type column below Tested by: KBH
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU12-103 C2 1 3.15 LIMESTONE d || 1.4 84 84 80 19.0 2.83 3.53

JU12-103 C5 1 4.70 LIMESTONE a ⊥ 1.9 84 62 58 14.0 2.26 2.77
JU12-103 C11 1 8.30 LIMESTONE a ⊥ 2.4 84 59 55 10.0 1.70 2.06
JU12-103 C12 1 9.05 LIMESTONE a ⊥ 2.1 84 61 57 8.0 1.31 1.60
JU12-103 C12 2 9.80 LIMESTONE a ⊥ 1.2 84 51 47 12.0 2.39 2.79
JU12-103 C14 1 10.90 LIMESTONE a ⊥ 1.3 84 64 60 16.0 2.49 3.08
JU12-103 C15 1 11.40 LIMESTONE a ⊥ 1.4 83 61 57 13.0 2.16 2.63
JU12-103 C16 1 12.90 LIMESTONE a ⊥ 16 81 64 60 1.1 0.18 0.22
JU12-103 C17 1 14.70 CLAYSTONE a ⊥ 2.5 84 58 54 4.2 0.73 0.88
JU12-103 C19 1 16.30 CALCARENITE a ⊥ 7.0 83 50 46 1.3 0.27 0.31
JU12-103 C22 1 17.40 CALCARENITE a ⊥ 28 83 72 67 0.3 0.04 0.05
JU12-103 C23 1 19.20 CALCARENITE a ⊥ 16 84 53 48 0.7 0.14 0.16

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.3

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 07/05/11 to 08/05/11 Lab. Report No. 05359

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3046
Method of preparation : see test type column below Tested by: KBH
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU12-123 C1 1 2.50 LIMESTONE a ⊥ 2.2 85 69 65 18.0 2.56 3.23

JU12-123 C5 1 4.25 LIMESTONE a ⊥ 0.4 85 51 47 11.0 2.16 2.54
JU12-123 C7 1 6.45 LIMESTONE d || 0.1 85 85 81 19.0 2.76 3.47
JU12-123 C8 1 7.80 LIMESTONE w/ Silt a ⊥ 0.4 85 57 52 1.7 0.30 0.36
JU12-123 C9 3 9.40 LIMESTONE d || 0.9 85 85 81 6.0 0.87 1.09
JU12-123 C11 1 11.55 LIMESTONE a ⊥ 2.1 84 55 51 1.8 0.33 0.39
JU12-123 C15 1 13.60 CALCISILTITE a ⊥ 5.2 84 45 41 3.2 0.73 0.83
JU12-123 C17 1 15.65 SILTSTONE d || 1.3 85 85 81 9.0 1.31 1.64
JU12-123 C20 1 17.40 CLAY a ⊥ 15 85 49 44 0.7 0.15 0.17
JU12-123 C21 1 18.90 CALCISILTITE d || 1.7 85 85 81 9.0 1.31 1.64
JU12-123 C21 2 19.55 CALCISILTITE a ⊥ 2.7 85 60 56 6.0 0.99 1.21

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.4

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 40675 to 40676 Lab. Report No. 05360

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 40689
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3451
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU13-119 C1 1 2.90 LIMESTONE a ⊥ 3.5 85 55 56 13.0 2.14 2.62

JU13-119 C5 1 5.65 LIMESTONE WITH a ⊥ 2.3 85 76 71 0.5 0.07 0.08
JU13-119 C6 1 6.90 LIMESTONE WITH a ⊥ 11 85 71 66 1.5 0.21 0.27
JU13-119 C6 2 7.95 LIMESTONE WITH a ⊥ 13 85 67 62 0.5 0.07 0.09
JU13-119 C11 1 11.55 CALCISILTITE a ⊥ 22 81 66 60 2.4 0.39 0.48
JU13-119 C12 1 12.20 LIMESTONE d || 2.5 88 85 81 27.0 3.92 4.93
JU13-119 C13 3 14.05 LIMESTONE a ⊥ 7.9 85 75 71 6.0 0.78 1.01
JU13-119 C15 1 15.05 CALCISILTITE a ⊥ 2.9 85 54 50 1.2 0.22 0.26
JU13-119 C17 2 17.45 CALCISILTITE a ⊥ 16 84 65 60 2.5 0.39 0.48
JU13-119 C26 1 24.35 CALCISILTITE a ⊥ 21 84 59 53 0.8 0.14 0.17
JU13-119 C27 1 24.65 CALCISILTITE a ⊥ 21 84 60 55 5.6 0.95 1.15

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.5

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 09/05/11 to 10/05/11 Lab. Report No. 05361

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3134
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU13-120 C2 1 3.25 LIMESTONE d || 2.4 93 87 82 0.2 0.03 0.04

JU13-120 C7 1 5.50 LIMESTONE d || 2.1 50 85 81 0.2 0.03 0.04
JU13-120 C7 2 6.25 LIMESTONE w/ Silt a ⊥ 8.9 82 60 56 0.3 0.05 0.06
JU13-120 C7 3 6.85 LIMESTONE w/ Silt a ⊥ 7.6 83 79 74 0.3 0.04 0.05
JU13-120 C9 1 7.85 LIMESTONE d || 12 45 85 80 0.2 0.03 0.04
JU13-120 C15 1 10.55 LIMESTONE a ⊥ 9.1 85 61 56 2.2 0.36 0.44
JU13-120 C15 2 11.55 LIMESTONE d || 13 40 84 79 1.0 0.15 0.19
JU13-120 C17 1 12.75 LIMESTONE a ⊥ 2.0 85 48 46 12.0 2.41 2.81
JU13-120 C18 2 14.30 CLAYSTONE a ⊥ 9.3 85 60 55 2.2 0.37 0.45
JU13-120 C20 1 15.25 CALCISILTITE a ⊥ 12 84 70 65 0.5 0.07 0.09
JU13-120 C23 1 16.55 CALCISILTITE d || 12 40 84 79 1.0 0.15 0.19
JU13-120 C26 1 18.00 CALCISILTITE d || 11 45 84 79 1.1 0.17 0.21
JU13-120 C29 1 19.85 CALCISILTITE a ⊥ 12 84 80 75 0.3 0.04 0.05
JU13-120 C32 1 21.75 CALCISILTITE a ⊥ 20 83 58 53 0.9 0.16 0.19
JU13-120 C33 1 22.30 CALCARENITE d || 2.9 45 85 81 5.6 0.81 1.02
JU13-120 C35 1 23.05 CALCISILTITE d || 25 47 83 78 0.1 0.02 0.02
JU13-120 C37 1 24.05 CALCISILTITE a ⊥ 14 84 60 56 1.1 0.18 0.22

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.6

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 09/05/11 to 10/05/11 Lab. Report No. 05362

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3197
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU13-124 C1 1 3.60 LIMESTONE w/ Silt a ⊥ 3.3 84 66 63 16.0 2.37 2.97

JU13-124 C2 1 4.30 LIMESTONE a ⊥ 0.5 85 52 49 28.0 5.28 6.25
JU13-124 C13 1 11.85 LIMESTONE w/ Silt a ⊥ 22 84 61 57 0.1 0.02 0.02
JU13-124 C13 2 12.25 LIMESTONE w/ Silt a ⊥ 9.7 85 66 60 2.4 0.37 0.46
JU13-124 C14 2 12.95 LIMESTONE a ⊥ 5.7 84 71 67 5.6 0.78 0.99
JU13-124 C15 1 14.30 LIMESTONE a ⊥ 5.7 85 75 70 5.6 0.74 0.95
JU13-124 C18 1 16.10 LIMESTONE a ⊥ 2.8 84 54 51 13.0 2.38 2.84
JU13-124 C18 3 16.90 CLAYSTONE a ⊥ 17 84 47 42 0.4 0.09 0.10
JU13-124 C19 1 17.60 CLAYSTONE a ⊥ 14 84 57 53 2.8 0.49 0.59
JU13-124 C20 1 17.75 CALCISILTITE a ⊥ 13 85 55 50 1.3 0.24 0.29
JU13-124 C21 1 18.80 CALCARENITE a ⊥ 11 85 57 54 1.2 0.21 0.25
JU13-124 C21 3 19.65 CALCISILTITE a ⊥ 84 79 75 5.3 0.66 0.86

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.7

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 40674 to 40675 Lab. Report No. 05363

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3177
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU14-121 C3 1 3.90 LIMESTONE a ⊥ 3.3 85 64 61 1.8 0.27 0.34

JU14-121 C6 1 4.85 LIMESTONE a ⊥ 1.8 85 53 50 12.0 2.22 2.64
JU14-121 C7 1 5.30 LIMESTONE a ⊥ 1.6 85 52 49 13.0 2.45 2.90
JU14-121 C9 1 7.05 LIMESTONE a ⊥ 0.4 85 65 62 10.0 1.49 1.86
JU14-121 C13 1 8.75 LIMESTONE a ⊥ 0.4 85 62 58 8.0 1.27 1.57
JU14-121 C16 1 10.00 LIMESTONE with Silt a ⊥ 1.2 85 57 54 13.0 2.22 2.69
JU14-121 C17 1 10.75 LIMESTONE with Silt a ⊥ 3.8 85 78 74 31.0 3.87 5.03
JU14-121 C18 1 11.25 LIMESTONE a ⊥ 6.6 85 58 53 2.4 0.42 0.50
JU14-121 C20 1 12.75 LIMESTONE a ⊥ 4.1 85 56 52 4.3 0.76 0.92
JU14-121 C22 1 13.65 LIMESTONE a ⊥ 2.7 84 60 57 15.0 2.46 3.01
JU14-121 C24 1 14.30 LIMESTONE a ⊥ 1.5 85 69 66 11.0 1.54 1.95
JU14-121 C28 3 17.20 LIMESTONE with Silt a ⊥ 4.3 84 72 68 5.2 0.71 0.91
JU14-121 C37 1 21.45 CALCISILTITE a ⊥ 20 83 60 55 0.3 0.05 0.06
JU14-121 C38 1 21.95 CALCISILTITE a ⊥ 25 85 68 62 0.3 0.04 0.06
JU14-121 C39 1 22.45 CALCISILTITE a ⊥ 28 85 78 72 0.2 0.03 0.03

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.8

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 40674 to 40675 Lab. Report No. 05364

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 18/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3158
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

JU14-122 C1 1 7.30 CALCISILTITE a ⊥ 41 84 57 50 0.1 0.02 0.02

JU14-122 C4 1 8.60 LIMESTONE with Silt a ⊥ 24 85 64 58 0.1 0.02 0.02
JU14-122 C8 1 11.65 LIMESTONE with Silt a ⊥ 4.1 85 63 60 0.9 0.14 0.17
JU14-122 C10 1 13.10 LIMESTONE with Silt a ⊥ 5.1 82 69 65 2.6 0.38 0.48
JU14-122 C12 1 14.65 LIMESTONE with Silt a ⊥ 2.2 84 50 45 5.6 1.16 1.35
JU14-122 C13 1 15.80 LIMESTONE with Silt a ⊥ 6.0 83 67 62 4.6 0.70 0.87
JU14-122 C14 1 17.65 LIMESTONE with Silt a ⊥ 8.7 85 52 49 0.2 0.04 0.04
JU14-122 C15 1 18.35 LIMESTONE a ⊥ 1.8 83 71 68 9.0 1.25 1.59
JU14-122 C16 1 19.75 CLAYSTONE a ⊥ 23 82 69 63 1.8 0.27 0.34
JU14-122 C18 1 21.20 LIMESTONE a ⊥ 5.6 84 43 57 3.2 0.52 0.64
JU14-122 C20 1 22.35 CALCISILTITE a ⊥ 29 86 56 51 0.2 0.04 0.04
JU14-122 C22 1 23.45 CALCISILTITE a ⊥ 13 83 57 52 4.1 0.75 0.89
JU14-122 C23 1 34.40 CALCISILTITE a ⊥ 12 86 80 74 0.2 0.02 0.03

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.9

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 10/05/11 to 11/05/11 Lab. Report No. 05365

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3095
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-104 C2 1 5.75 LIMESTONE with Silt a ⊥ 6.1 85 59 54 0.5 0.09 0.10

MI-104 C5 1 7.15 LIMESTONE d || 1.7 45 84 81 14.0 2.06 2.58
MI-104 C6 2 7.90 LIMESTONE a ⊥ 1.2 85 68 56 15.0 2.47 3.02
MI-104 C7 1 8.70 LIMESTONE with Silt a ⊥ 12 85 59 53 0.2 0.03 0.04
MI-104 C19 1 17.20 LIMESTONE a ⊥ 0.8 84 58 55 21.0 3.57 4.33
MI-104 C20 1 18.45 LIMESTONE with Silt d || 10 60 85 81 0.5 0.07 0.09
MI-104 C21 1 19.50 LIMESTONE d || 2.4 50 84 80 10.0 1.49 1.86
MI-104 C21 2 19.95 LIMESTONE a ⊥ 34 85 65 60 0.2 0.03 0.04
MI-104 C22 1 20.35 LIMESTONE d || 3.6 75 81 76 0.3 0.05 0.06
MI-104 C22 2 21.20 LIMESTONE a ⊥ 12 84 55 48 0.3 0.06 0.07
MI-104 C23 1 21.75 LIMESTONE d || 4.4 42 84 80 2.8 0.42 0.52
MI-104 C25 1 23.35 LIMESTONE a ⊥ 12 84 54 49 0.6 0.11 0.14
MI-104 C26 2 24.10 LIMESTONE a ⊥ 11 84 55 50 3.4 0.64 0.75
MI-104 C27 1 25.05 CALCISILTITE a ⊥ 9.2 84 52 47 3.0 0.60 0.70
MI-104 C29 1 26.20 CALCISILTITE d || 5.2 57 84 79 3.9 0.59 0.73
MI-104 C30 1 27.45 CALCISILTITE d || 24 45 87 85 0.2 0.03 0.03
MI-104 C32 1 29.35 CALCISILTITE a ⊥ 13 85 56 50 0.3 0.06 0.07
MI-104 C33 1 30.70 CALCISILTITE a ⊥ 26 85 73 68 0.3 0.04 0.05
MI-104 C34 1 31.45 CALCISILTITE d || 12 52 85 80 0.1 0.01 0.02
MI-104 C35 1 33.05 CALCISILTITE a ⊥ 16 85 63 57 1.6 0.26 0.32
MI-104 C35 2 33.95 CALCILUTITE d || 9.7 75 85 80 0.4 0.06 0.07
MI-104 C36 1 34.90 LIMESTONE a ⊥ 3.3 85 54 52 22.0 3.91 4.69
MI-104 C41 2 39.35 CALCISILTITE a ⊥ 25 84 67 61 0.2 0.03 0.04
MI-104 C42 2 40.40 CALCISILTITE a ⊥ 26 84 63 58 1.0 0.16 0.20
MI-104 C52 2 48.80 CALCISILTITE a ⊥ 34 84 63 58 0.1 0.02 0.02

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.10

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 10/05/11 to 11/05/11 Lab. Report No. 05366

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3121
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-104 C39 1 37.95 LIMESTONE d || 16 47 85 80 1.5 0.22 0.28

MI-104 C43 2 42.45 CALCISILTITE d || 27 41 85 76 0.6 0.09 0.11
MI-104 C53 1 49.40 CALCISILTITE d || 27 55 84 78 0.2 0.03 0.04

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.11

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 17/04/11 to 18/04/11 Lab. Report No. 05367

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2414
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-105 C1 1 7.35 LIMESTONE a ⊥ 1.3 85 68 64 13.0 1.88 2.36

MI-105 C3 1 9.55 LIMESTONE a ⊥ 11 85 55 51 0.1 0.02 0.02
MI-105 C3 2 10.15 LIMESTONE a ⊥ 3.6 86 38 35 10.0 2.61 2.87
MI-105 C7 1 13.15 LIMESTONE a ⊥ 4.6 85 58 53 0.2 0.03 0.04
MI-105 C10 2 15.90 LIMESTONE a ⊥ 2.9 84 58 54 11.0 1.90 2.30
MI-105 C12 1 17.10 CLAYSTONE a ⊥ 7.4 84 63 60 1.2 0.19 0.23
MI-105 C13 1 17.65 CLAYSTONE a ⊥ 13 84 62 57 1.2 0.20 0.24
MI-105 C13 2 17.95 LIMESTONE a ⊥ 47 85 60 57 0.4 0.06 0.08
MI-105 C13 3 18.30 LIMESTONE a ⊥ 1.6 85 54 51 34.0 6.16 7.36
MI-105 C14 2 19.45 CALCISILTITE a ⊥ 5.0 84 70 66 0.3 0.04 0.05
MI-105 C15 1 20.35 CALCISILTITE a ⊥ 4.4 58 39 36 1.7 0.64 0.65
MI-105 C15 2 20.85 CALCILUTITE a ⊥ 5.9 77 64 61 5.0 0.84 1.02
MI-105 C18 1 22.75 CALCARENITE a ⊥ 5.3 85 56 52 6.0 1.07 1.28
MI-105 C19 1 23.10 CALCARENITE a ⊥ 6.3 85 51 47 17.0 3.34 3.92
MI-105 C20 1 23.45 CALCARENITE a ⊥ 17 81 62 58 0.2 0.03 0.04
MI-105 C20 2 24.35 CALCARENITE a ⊥ 16 84 54 51 1.9 0.35 0.42
MI-105 C25 1 26.85 CALCISILTITE a ⊥ 7.8 84 73 69 8.0 1.08 1.38
MI-105 C26 1 27.25 CALCISILTITE a ⊥ 9.7 85 54 50 6.0 1.11 1.32
MI-105 C29 1 28.95 SILTSTONE a ⊥ 5.7 58 29 25 4.8 2.60 2.43
MI-105 C30 1 29.25 CALCILUTITE a ⊥ 2.7 85 57 54 23.0 3.94 4.76
MI-105 C37 2 33.80 CALCILUTITE a ⊥ 12 85 64 60 0.6 0.09 0.11

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.12

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 07/04/11 to 09/04/11 Lab. Report No. 05368

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2141
Method of preparation : see test type column below Tested by: CMB/PLS
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-106 C2 1 5.45 LIMESTONE a ⊥ 16 85 45 41 0.1 0.02 0.03

MI-106 C3 1 6.35 LIMESTONE a ⊥ 18 85 64 60 0.1 0.02 0.02
MI-106 C4 1 7.55 LIMESTONE a ⊥ 44 85 62 59 0.1 0.02 0.02
MI-106 C4 2 8.15 LIMESTONE a ⊥ 12 86 57 52 0.1 0.02 0.02
MI-106 C14 1 12.35 LIMESTONE a ⊥ 4.1 85 64 60 17.0 2.62 3.25
MI-106 C15 3 14.35 LIMESTONE with Silt a ⊥ 11 85 59 55 2.8 0.47 0.57
MI-106 C16 1 14.75 LIMESTONE with Silt a ⊥ 7.2 84 58 53 3.2 0.56 0.68
MI-106 C16 3 15.75 LIMESTONE with Silt a ⊥ 6.2 85 64 60 3.9 0.60 0.74
MI-106 C17 1 16.50 SILTSTONE a ⊥ 6.3 85 63 59 5.6 0.88 1.08
MI-106 C17 3 17.25 SILTSTONE a ⊥ 6.9 85 65 61 4.4 0.67 0.83
MI-106 C18 1 17.75 LIMESTONE a ⊥ 6.3 85 71 67 7.0 0.97 1.23
MI-106 C20 1 18.40 LIMESTONE a ⊥ 4.2 85 56 52 14.0 2.49 2.99
MI-106 C20 3 19.65 SILTSTONE a ⊥ 15 85 61 57 0.1 0.02 0.02
MI-106 C21 1 20.60 CALCISILTITE a ⊥ 14 85 52 48 0.3 0.06 0.07
MI-106 C26 1 24.65 LIMESTONE a ⊥ 9.3 84 61 58 10.0 1.61 1.98
MI-106 C27 1 26.15 LIMESTONE a ⊥ 5.9 84 63 59 12.0 1.90 2.34
MI-106 C31 2 28.30 CALCARENITE a ⊥ 9.4 84 60 57 21.0 3.44 4.21
MI-106 C32 2 29.55 CALCARENITE a ⊥ 4.3 84 64 60 18.0 2.80 3.47
MI-106 C33 1 30.15 CALCISILTITE a ⊥ 8.3 83 59 55 6.0 1.03 1.25
MI-106 C33 2 30.45 CALCISILTITE a ⊥ 5.1 84 58 54 11.0 1.90 2.30
MI-106 C34 1 31.50 CALCISILTITE a ⊥ 21 83 68 64 1.3 0.19 0.24

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.13

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 11/05/2011 to 12/05/2011 Lab. Report No. 05369

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 18/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3271
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-107 C6 1 8.95 LIMESTONE a ⊥ 1.0 85 66 62 15.0 2.24 2.79

MI-107 C9 1 10.35 LIMESTONE with Silt d || 6.6 80 84 80 0.9 0.13 0.17
MI-107 C9 2 11.25 LIMESTONE with Silt a ⊥ 1.5 83 59 55 10.0 1.72 2.08
MI-107 C13 1 13.65 LIMESTONE with Silt d || 6.1 55 86 82 0.2 0.03 0.04
MI-107 C18 1 15.80 CALCISILTITE a ⊥ 13 86 71 65 0.2 0.03 0.04
MI-107 C22 1 18.70 LIMESTONE with Silt a ⊥ 12 85 58 53 0.1 0.02 0.02
MI-107 C23 1 20.05 CLAYSTONE d || 9.8 37 84 80 0.3 0.04 0.06
MI-107 C24 1 20.65 CLAYSTONE a ⊥ 4.1 85 54 48 5.6 1.08 1.27
MI-107 C26 1 21.95 CALCISILTITE a ⊥ 7.4 86 61 55 0.2 0.03 0.04
MI-107 C30 1 23.75 CALCISILTITE d || 2.2 52 89 87 0.2 0.03 0.03
MI-107 C37 1 29.05 CALCARENITE a ⊥ 2.0 85 74 71 41.0 5.34 6.87
MI-107 C40 1 30.15 CACILUTITE a ⊥ 37 86 70 66 0.1 0.01 0.02
MI-107 C42 1 31.25 CALCISILTITE d || 55 84 80 0.8 0.12 0.15
MI-107 C43 1 32.25 CALCISILTITE a ⊥ 4.6 85 70 65 4.6 0.65 0.83
MI-107 C45 1 33.25 LIMESTONE a ⊥ 2.2 85 58 55 11.0 1.85 2.25
MI-107 C48 1 34.95 CALCISILTITE d || 5.0 90 85 82 3.0 0.43 0.54
MI-107 C51 1 36.95 CALCISILTITE a ⊥ 12 84 72 67 2.3 0.32 0.41
MI-107 C54 1 39.55 CALCISILTITE a ⊥ 20 84 70 63 0.1 0.01 0.02
MI-107 C55 1 40.65 CALCISILTITE d || 13 90 88 84 0.1 0.01 0.02
MI-107 C56 1 41.85 CALCISILTITE a ⊥ 23 86 56 50 0.3 0.05 0.07
MI-107 C59 1 45.25 CALCISILTITE d || 6.6 53 88 84 0.1 0.01 0.02
MI-107 C63 1 47.65 CALCISILTITE a ⊥ 24 84 69 63 0.2 0.03 0.04

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.14

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 07/04/11 to 09/04/11 Lab. Report No. 05370

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2177
Method of preparation : see test type column below Tested by: CMB/PLS
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-108 C3 1 6.55 LIMESTONE a ⊥ 3.1 85 62 58 6.0 0.96 1.18

MI-108 C5 1 7.85 LIMESTONE w/ Clay a ⊥ 25 83 54 50 0.2 0.04 0.04
MI-108 C13 2 14.10 LIMESTONE a ⊥ 12 85 57 54 0.2 0.03 0.04
MI-108 C13 3 14.45 LIMESTONE a ⊥ 7.2 84 58 54 0.5 0.09 0.10
MI-108 C16 4 14.45 CLAYSTONE a ⊥ 22 84 56 52 2.2 0.40 0.47
MI-108 C17 3 17.45 LIMESTONE a ⊥ 10 84 53 49 3.5 0.67 0.79
MI-108 C19 1 19.15 LIMESTONE a ⊥ 4.0 84 59 55 19.0 3.23 3.92
MI-108 C20 1 20.60 CALCISILTITE a ⊥ 3.5 84 58 53 5.3 0.93 1.12
MI-108 C24 1 22.65 CALCISILTITE a ⊥ 32 83 60 55 0.2 0.03 0.04
MI-108 C31 1 26.20 LIMESTONE a ⊥ 2.6 84 61 58 2.8 0.45 0.55
MI-108 C34 1 27.80 CALCISILTITE a ⊥ 14 86 63 58 0.1 0.02 0.02
MI-108 C36 1 29.75 CALCISILTITE a ⊥ 9.3 85 59 56 4.5 0.74 0.91
MI-108 C36 2 30.30 CALCISILTITE a ⊥ 53 84 69 64 0.8 0.12 0.15
MI-108 C39 1 32.70 CALCISILTITE a ⊥ 18 88 63 58 0.1 0.02 0.02
MI-108 C40 1 33.50 CALCISILTITE a ⊥ 52 80 60 55 0.6 0.11 0.13
MI-108 C41 1 34.80 CALCISILTITE a ⊥ 29 84 62 58 0.5 0.08 0.10

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.15

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 25/04/11 to 26/04/11 Lab. Report No. 05371

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2707
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-109 C1 1 5.53 LIMESTONE with Silt a ⊥ 13 85 50 45 0.1 0.02 0.02

MI-109 C3 1 7.35 LIMESTONE with Silt a ⊥ 22 86 45 41 0.1 0.02 0.03
MI-109 C6 1 9.55 LIMESTONE with Silt d || 7.5 50 85 81 0.2 0.03 0.04
MI-109 C8 1 10.25 CALCISILTITE a ⊥ 2.9 84 56 53 8.0 1.41 1.70
MI-109 C8 3 11.00 CALCISILTITE d || 1.8 52 84 80 0.7 0.10 0.13
MI-109 C9 1 11.83 CALCISILTITE a ⊥ 4.7 84 50 46 0.2 0.04 0.05
MI-109 C10 2 13.05 CALCISILTITE d || 3.5 81 85 81 4.4 0.64 0.80
MI-109 C11 2 14.35 SHALE d || 17 68 85 80 1.7 0.25 0.31
MI-109 C15 1 17.30 LIMESTONE a ⊥ 4.6 84 49 46 2.7 0.55 0.64
MI-109 C15 2 18.20 CALCISILTITE d || 7.4 50 85 82 5.6 0.80 1.01
MI-109 C17 1 19.05 LIMESTONE a ⊥ 5.6 85 62 59 19.0 2.98 3.67
MI-109 C19 1 21.55 LIMESTONE a ⊥ 3.3 85 65 62 26.0 3.87 4.84
MI-109 C20 2 22.15 CALCILUTITE a ⊥ 15 83 59 54 0.8 0.14 0.17
MI-109 C23 1 23.50 CALCISILTITE d || 14 55 83 78 1.2 0.19 0.23
MI-109 C23 3 24.13 CALCILUTITE a ⊥ 6.6 85 61 57 5.6 0.91 1.11
MI-109 C24 2 25.18 LIMESTONE a ⊥ 2.7 85 61 59 56.0 8.77 10.83
MI-109 C26 1 26.73 CALCILUTITE a ⊥ 18 85 50 46 0.4 0.08 0.09
MI-109 C27 1 27.18 LIMESTONE d || 8.0 60 85 81 18.0 2.61 3.28
MI-109 C28 1 27.78 LIMESTONE a ⊥ 2.2 84 54 50 0.9 0.17 0.20
MI-109 C28 3 28.55 LIMESTONE d || 1.7 62 85 81 22.0 3.20 4.01
MI-109 C31 1 30.28 LIMESTONE a ⊥ 1.5 84 50 47 18.0 3.58 4.19
MI-109 C32 2 31.73 LIMESTONE w/ Silt d || 3.4 50 85 81 12.0 1.74 2.19
MI-109 C35 1 33.18 CALCISILTITE a ⊥ 25 86 64 58 0.3 0.05 0.06

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.16

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 11/04/11 to 13/04/11 Lab. Report No. 05372

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2235
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-110 C5 1 8.70 LIMESTONE a ⊥ 13 85 51 47 0.2 0.04 0.05

MI-110 C7 1 9.65 LIMESTONE a ⊥ 1.0 85 59 56 14.0 2.31 2.82
MI-110 C8 1 11.35 LIMESTONE a ⊥ 6.1 85 49 45 1.8 0.37 0.43
MI-110 C10 2 12.65 LIMESTONE a ⊥ 7.5 84 69 65 1.1 0.16 0.20
MI-110 C11 1 13.20 LIMESTONE a ⊥ 10 85 75 71 1.2 0.16 0.20
MI-110 C11 3 13.75 LIMESTONE a ⊥ 9.4 85 56 51 0.7 0.13 0.15
MI-110 C14 2 15.95 CLAYSTONE a ⊥ 19 85 48 43 0.3 0.06 0.07
MI-110 C14 4 16.55 CLAYSTONE a ⊥ 37 85 58 53 0.2 0.03 0.04
MI-110 C15 1 17.15 LIMESTONE a ⊥ 9.1 85 62 57 0.7 0.11 0.14
MI-110 C20 1 21.35 LIMESTONE a ⊥ 2.0 85 51 48 10.0 1.92 2.27
MI-110 C21 1 22.05 LIMESTONE a ⊥ 2.1 85 55 51 5.6 1.01 1.21
MI-110 C24 2 24.00 CALCARENITE a ⊥ 14 85 59 54 0.1 0.02 0.02
MI-110 C24 3 24.35 CALCARENITE a ⊥ 6.6 84 57 53 6.0 1.06 1.27
MI-110 C26 1 26.05 CALCARENITE a ⊥ 8.1 85 47 43 4.6 0.99 1.14
MI-110 C27 1 27.25 CALCILUTITE a ⊥ 8.1 85 55 50 0.6 0.11 0.13
MI-110 C29 1 29.05 CALCILUTITE a ⊥ 7.0 85 58 55 18.0 3.02 3.68
MI-110 C29 3 29.75 CALCILUTITE a ⊥ 2.4 85 58 55 31.0 5.21 6.33
MI-110 C31 1 31.55 CALCILUTITE a ⊥ 22 88 51 46 0.1 0.02 0.02
MI-110 C31 2 32.25 CALCILUTITE a ⊥ 21 84 59 54 0.3 0.05 0.06
MI-110 C33 2 33.85 CALCILUTITE a ⊥ 11 85 59 54 0.2 0.03 0.04
MI-110 C34 1 35.35 CALCISILTITE a ⊥ 38 85 57 52 0.8 0.14 0.17
MI-110 C35 1 35.75 CALCISILTITE a ⊥ 17 86 59 54 0.2 0.03 0.04
MI-110 C37 1 37.75 CALCISILTITE a ⊥ 28 87 57 51 0.1 0.02 0.02
MI-110 C38 1 39.10 CALCISILTITE a ⊥ 30 84 58 53 0.1 0.02 0.02
MI-110 C38 3 39.95 CALCISILTITE a ⊥ 29 85 54 49 0.4 0.08 0.09

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.17

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 11/04/11 to 13/04/11 Lab. Report No. 05373

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2278
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-110 C39 1 41.55 CALCILUTITE a ⊥ 28 86 67 62 0.1 0.01 0.02

MI-110 C40 1 42.30 CLAY a ⊥ 29 87 64 58 0.1 0.02 0.02
MI-110 C43 3 45.35 CLAY a ⊥ 27 85 60 55 0.1 0.02 0.02
MI-110 C43 1 45.75 CLAY a ⊥ 23 85 64 58 0.1 0.02 0.02

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.18

GEO-rock-019-A
 DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 17/04/11 to 18/04/11 Lab. Report No. 05374

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-2444
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-111 C5 1 7.95 LIMESTONE with Silt a ⊥ 4.8 86 74 70 1.0 0.13 0.17

MI-111 C7 1 9.90 LIMESTONE with Silt a ⊥ 19 87 59 54 0.2 0.03 0.04
MI-111 C11 1 12.50 LIMESTONE a ⊥ 7.5 85 48 42 1.3 4.00 0.33
MI-111 C12 1 13.85 LIMESTONE a ⊥ 6.1 85 65 61 2.0 0.30 0.38
MI-111 C14 2 16.65 SHALE a ⊥ 8.9 85 58 54 1.4 0.24 0.29
MI-111 C17 1 19.35 LIMESTONE a ⊥ 1.0 83 58 54 12.0 2.10 2.53
MI-111 C18 1 20.70 LIMESTONE a ⊥ 6.6 85 50 46 2.6 0.52 0.61
MI-111 C19 1 21.30 CALCILUTITE a ⊥ 7.1 83 48 45 6.0 1.26 1.46
MI-111 C23 2 24.60 CALCILUTITE a ⊥ 12 85 57 54 1.2 0.21 0.25
MI-111 C24 1 25.80 CALCISILTITE a ⊥ 17 83 58 54 1.6 0.28 0.34
MI-111 C24 2 26.25 CALCISILTITE a ⊥ 20 85 57 54 0.1 0.02 0.02
MI-111 C24 3 26.65 LIMESTONE a ⊥ 6.6 85 59 55 3.5 0.59 0.71
MI-111 C26 1 27.55 CALCARENITE a ⊥ 16 85 59 55 0.2 0.03 0.04
MI-111 C26 2 28.25 CALCARENITE a ⊥ 16 85 55 51 3.7 0.67 0.80
MI-111 C27 1 29.45 CALCARENITE a ⊥ 19 85 51 47 1.5 0.29 0.35
MI-111 C29 1 31.65 CALCISILTITE a ⊥ 24 85 46 43 0.1 0.02 0.02
MI-111 C30 1 32.45 CALCISILTITE a ⊥ 20 85 56 53 0.1 0.02 0.02
MI-111 C30 2 32.55 CALCISILTITE a ⊥ 18 85 51 49 0.1 0.02 0.02
MI-111 C30 3 32.70 CALCISILTITE a ⊥ 21 85 45 43 0.1 0.02 0.02

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.19

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 30/03/11 to 31/03/11 Lab. Report No. 05375

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-1872
Method of preparation : see test type column below Tested by: KA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-112 C8 1 6.80 LIMESTONE a ⊥ 2.2 85 49 45 13.0 2.67 3.10

MI-112 C17 1 12.40 CALCISILTITE a ⊥ 17 81 55 50 0.1 0.02 0.02
MI-112 C19 1 13.40 CALCISILTITE a ⊥ 13 83 56 52 0.2 0.04 0.04
MI-112 C21 1 14.40 LIMESTONE a ⊥ 6.7 84 68 64 0.5 0.07 0.09
MI-112 C23 1 14.80 LIMESTONE a ⊥ 1.7 83 55 52 19.0 3.46 4.13
MI-112 C23 2 14.95 LIMESTONE a ⊥ 3.8 83 53 50 14.0 2.65 3.14
MI-112 C24 1 15.25 CALCISILTITE a ⊥ 11 83 67 63 0.4 0.06 0.07
MI-112 C27 2 17.25 CALCISILTITE a ⊥ 4.7 84 75 70 1.0 0.13 0.17
MI-112 C28 1 18.55 LIMESTONE a ⊥ 2.9 84 53 49 1.2 0.23 0.27
MI-112 C30 1 20.05 LIMESTONE a ⊥ 3.7 85 56 51 3.4 0.62 0.74
MI-112 C31 1 20.60 LIMESTONE a ⊥ 7.9 84 53 50 5.1 0.95 1.13
MI-112 C31 2 20.95 LIMESTONE a ⊥ 1.2 84 48 44 8.0 1.70 1.96
MI-112 C32 1 22.05 CALCARENITE a ⊥ 9.6 85 57 52 7.0 1.24 1.49
MI-112 C35 1 24.20 CALCISILTITE a ⊥ 21 82 54 51 0.1 0.02 0.02
MI-112 C37 1 25.05 CALCISILTITE a ⊥ 25 83 54 47 0.2 0.04 0.05
MI-112 C38 1 25.50 CALCARENITE a ⊥ 9.7 84 65 60 1.0 0.16 0.19
MI-112 C41 1 27.20 CALCISILTITE a ⊥ 16 84 56 52 1.1 0.20 0.24
MI-112 C42 1 27.80 CALCISILTITE a ⊥ 21 83 46 42 0.3 0.07 0.08
MI-112 C44 1 28.80 CALCISILTITE a ⊥ 11 84 50 47 0.3 0.06 0.07
MI-112 C48 1 30.80 CALCISILTITE a ⊥ 3.9 84 62 60 0.1 0.02 0.02
MI-112 C67 1 41.35 CALCISILTITE a ⊥ 32 84 50 46 1.3 0.26 0.31

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.20

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 12/05/2011 to 13/05/2011 Lab. Report No. 05376

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 40689
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-3306
Method of preparation : see test type column below Tested by: IAN
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-113 C3 1 6.90 LIMESTONE WITH a ⊥ 7.9 85 68 64 7.0 1.01 1.27

MI-113 C7 1 10.00 LIMESTONE a ⊥ 2.6 85 65 62 17.0 2.53 3.16
MI-113 C8 2 12.15 LIMESTONE a ⊥ 1.4 85 41 37 7.0 1.75 1.94
MI-113 C10 1 13.50 LIMESTONE WITH d || 5.9 56 84 81 2.2 0.32 0.41
MI-113 C10 2 14.40 LIMESTONE WITH d || 2.2 53 85 81 1.3 0.19 0.24
MI-113 C11 1 15.35 LIMESTONE WITH a ⊥ 5.3 85 71 66 0.6 0.08 0.11
MI-113 C12 1 15.85 LIMESTONE WITH a ⊥ 16 85 60 55 3.6 0.60 0.74
MI-113 C14 2 17.65 CALCISILTITE a ⊥ 13 84 49 43 0.3 0.07 0.07
MI-113 C15 1 18.95 LIMESTONE WITH a ⊥ 8.2 85 63 58 8.0 1.27 1.57
MI-113 C16 1 20.15 CLAYSTONE a ⊥ 2.9 84 64 59 3.4 0.54 0.66
MI-113 C18 1 22.15 LIMESTONE a ⊥ 17 84 66 60 4.6 0.72 0.89
MI-113 C18 3 23.05 LIMESTONE WITH d || 11 55 84 81 2.8 0.41 0.52
MI-113 C20 2 25.15 CALCISILTITE a ⊥ 15 82 67 62 0.4 0.06 0.08
MI-113 C21 1 26.40 CLAYSTONE a ⊥ 5.1 84 53 47 2.3 0.46 0.54
MI-113 C22 1 28.45 CALCISILTITE a ⊥ 32 84 57 52 0.4 0.07 0.09
MI-113 C24 1 29.35 CALCISILTITE a ⊥ 3.0 84 61 56 1.7 0.28 0.35
MI-113 C24 2 29.95 CALCILUTITE a ⊥ 5.3 85 57 51 0.3 0.05 0.06

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.21

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 to 29/03/11 Lab. Report No. 05377

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-1755
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-114 C5 1 7.80 LIMESTONE a ⊥ 3.6 85 63 60 14.0 2.16 2.67

MI-114 C5 2 8.45 LIMESTONE a ⊥ 8.1 85 72 69 5.2 0.70 0.89
MI-114 C7 1 9.15 LIMESTONE a ⊥ 1.4 85 52 50 0.7 0.13 0.15
MI-114 C10 1 12.65 LIMESTONE a ⊥ 12 84 63 59 0.4 0.06 0.08
MI-114 C12 1 14.90 LIMESTONE a ⊥ 0.6 85 67 64 18.0 2.60 3.27
MI-114 C13 1 15.65 LIMESTONE a ⊥ 2.9 85 49 45 7.0 1.44 1.67
MI-114 C14 3 16.95 SHALE a ⊥ 15 84 56 51 0.3 0.05 0.07
MI-114 C15 2 17.75 SHALE a ⊥ 22 84 71 66 1.2 0.17 0.21
MI-114 C16 2 18.65 SHALE a ⊥ 17 84 40 35 0.2 0.05 0.06
MI-114 C16 3 19.10 SHALE a ⊥ 18 87 48 42 0.1 0.02 0.02
MI-114 C19 1 21.75 CALCISILTITE a ⊥ 9.5 85 50 44 3.4 0.71 0.83
MI-114 C20 1 22.40 CALCISILTITE a ⊥ 3.5 84 63 56 25.0 4.17 5.08
MI-114 C20 2 23.25 CALCISILTITE a ⊥ 21 84 46 41 0.2 0.05 0.05
MI-114 C21 1 23.65 CALCISILTITE a ⊥ 11 84 61 56 2.2 0.37 0.45
MI-114 C21 2 24.00 CALCISILTITE a ⊥ 11 84 65 60 11.0 1.71 2.12
MI-114 C23 1 25.05 CALCISILTITE a ⊥ 4.2 85 73 66 10.0 1.40 1.77
MI-114 C24 2 26.90 CALCISILTITE a ⊥ 15 85 68 61 5.0 0.76 0.94
MI-114 C25 1 27.50 CALCISILTITE a ⊥ 24 83 55 47 0.1 0.02 0.02
MI-114 C26 2 28.85 CALCISILTITE a ⊥ 6.1 84 66 59 16.0 2.54 3.12
MI-114 C27 2 29.75 CALCISILTITE a ⊥ 3.0 84 60 54 5.1 0.88 1.07

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.22

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 28/03/11 to 29/03/11 Lab. Report No. 05378

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-1791
Method of preparation : see test type column below Tested by: DKA
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-115 C3 2 4.85 LIMESTONE a ⊥ 2.9 85 58 55 0.4 0.07 0.08

MI-115 C3 3 5.08 LIMESTONE a ⊥ 3.9 85 67 64 0.7 0.10 0.13
MI-115 C4 1 6.45 LIMESTONE a ⊥ 6.7 85 48 46 3.7 0.74 0.87
MI-115 C6 1 8.45 LIMESTONE a ⊥ 32 87 69 64 0.1 0.01 0.02
MI-115 C9 2 10.90 LIMESTONE a ⊥ 1.3 85 59 56 17.0 2.80 3.42
MI-115 C10 1 11.55 LIMESTONE a ⊥ 16 87 46 40 0.2 0.05 0.05
MI-115 C12 2 14.05 LIMESTONE a ⊥ 5.6 84 54 48 1.1 0.21 0.25
MI-115 C13 2 15.35 LIMESTONE a ⊥ 11 85 64 57 0.7 0.11 0.14
MI-115 C15 2 16.45 LIMESTONE a ⊥ 7.8 85 64 59 2.8 0.44 0.54
MI-115 C16 4 17.65 SHALE a ⊥ 11 83 68 63 4.5 0.68 0.84
MI-115 C16 3 18.70 CALCISILTITE a ⊥ 6.4 84 63 57 5.1 0.84 1.02
MI-115 C17 1 19.40 CALCISILTITE a ⊥ 14 84 68 61 0.3 0.05 0.06
MI-115 C18 2 20.55 CALCISILTITE a ⊥ 15 84 57 52 0.3 0.05 0.06
MI-115 C19 1 21.85 CALCISILTITE a ⊥ 16 85 57 51 2.8 0.51 0.61
MI-115 C21 1 25.20 CALCISILTITE a ⊥ 14 83 68 63 4.1 0.62 0.77
MI-115 C24 1 28.05 CALCISILTITE a ⊥ 20 85 57 50 0.3 0.06 0.07
MI-115 C26 1 29.65 CALCISILTITE a ⊥ 16 84 58 52 0.3 0.05 0.06
MI-115 C28 2 31.45 CALCISILTITE a ⊥ 9.6 84 59 53 5.2 0.92 1.10

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.23

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 20/03/11 to 22/03/11 Lab. Report No. 05379

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-1589
Method of preparation : see test type column below Tested by: DKA/CMB
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-125 C3 1 5.10 LIMESTONE a ⊥ 0.3 85 54 51 11.0 1.99 2.38

MI-125 C6 2 7.50 LIMESTONE a ⊥ 0.9 84 59 56 17.0 2.84 3.45
MI-125 C7 1 9.15 LIMESTONE a ⊥ 1.5 84 47 44 12.0 2.55 2.94
MI-125 C11 2 12.85 LIMESTONE a ⊥ 2.0 84 54 52 6.0 1.08 1.29
MI-125 C12 1 13.20 LIMESTONE a ⊥ 1.6 84 52 49 10.0 1.91 2.25
MI-125 C13 1 14.60 CLAYSTONE a ⊥ 15 84 58 54 0.5 0.09 0.10
MI-125 C13 2 14.85 CLAYSTONE a ⊥ 13 84 55 51 0.6 0.11 0.13
MI-125 C14 2 16.30 CLAYSTONE a ⊥ 16 84 52 48 1.9 0.37 0.44
MI-125 C18 1 20.25 CALCISILTITE a ⊥ 20 84 66 62 1.7 0.26 0.32
MI-125 C19 2 21.20 CALCISILTITE a ⊥ 25 84 53 49 0.7 0.13 0.16
MI-125 C20 1 23.25 CALCARENITE a ⊥ 23 84 69 65 1.2 0.17 0.22
MI-125 C22 1 25.85 CALCARENITE a ⊥ 20 84 64 60 0.5 0.08 0.10
MI-125 C23 1 26.35 CALCARENITE a ⊥ 25 85 50 46 1.2 0.24 0.28
MI-125 C26 1 29.05 CALCARENITE a ⊥ 12 84 52 48 0.2 0.04 0.05

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.24

GEO-rock-019-A
DETERMINATION OF THE POINT LOAD STRENGTH INDEX OF ROCK

Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Laboratory Information

Date of test : 20/03/11 to 22/03/11 Lab. Report No. 05380

Test location : FUGRO PENINSULAR, p.o.box:47167, Doha, Qatar Report Date 26/05/11
Test method : ASTM D5731-95
Test method variation : None Lab. Sample No.: 11-1616
Method of preparation : see test type column below Tested by: DKA/CMB
Visual description : rock samples

Test Result

Bore Sample Spec. Depth Rock Test Moisture Width Platen Failure Point Load
Hole No. No (m) Description Type Content W Separation Load Index
No. (mm) Is Is(50)
(%) (mm) D D' (kN) (Mpa) (Mpa)

MI-126 C3 1 3.30 LIMESTONE a ⊥ 1.8 84 57 54 13.0 2.25 2.72

MI-126 C7 1 7.15 LIMESTONE a ⊥ 8.6 84 56 52 0.8 0.14 0.17
MI-126 C9 2 8.95 LIMESTONE a ⊥ 8.4 84 55 51 0.8 0.15 0.17
MI-126 C12 2 12.75 LIMESTONE a ⊥ 3.4 83 59 55 5.0 0.86 1.04
MI-126 C15 1 14.80 LIMESTONE a ⊥ 1.5 84 62 59 16.0 2.54 3.12
MI-126 C15 2 15.40 LIMESTONE a ⊥ 1.7 84 60 57 13.0 2.13 2.61
MI-126 C16 1 15.60 CLAYSTONE a ⊥ 23 85 48 44 0.2 0.04 0.05
MI-126 C20 1 19.25 CLAYSTONE a ⊥ 19 86 52 48 0.1 0.02 0.02
MI-126 C23 1 23.45 CALCARENITE a ⊥ 11 84 50 46 0.1 0.02 0.02
MI-126 C26 1 25.40 CALCARENITE a ⊥ 13 84 51 47 0.9 0.18 0.21
MI-126 C26 3 25.95 CALCARENITE a ⊥ 22 83 58 54 0.7 0.12 0.15
MI-126 C30 1 28.80 CALCARENITE a ⊥ 19 83 68 64 0.7 0.10 0.13

Notes:
d = diametral
a = axial
b = block
ir = irregular
⊥ = loading perpendicular to planes of weakness
|| = loading parallel to planes of weakness
Laboratory Manager

Project No. 11-5313-QA Plate: B10.25

GEO-rock-019-A
 UNCONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TEST
Single-stage, without Measurement of Pore Pressure
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Borehole No. : MI-107

Sample No. : U4
Sample Depth (m) : 2.65 - 3.55 m
Specimen No. : 1
Specimen Depth (m) : 2.65 - 3.55 m
Soil description : Shelly Silty SAND

Laboratory Information

Date tested : 27/04/11 Lab. Report No. 05288

Testing technician : AQC Report Date 26/05/11
Test method used : BS 1377: Part 7: 1990, clause 8
Test method variation : None Lab Sample No. : 11-3269
Test Location : FUGRO MIDDLE EAST, Main Laboratory, P.O. Box 2863 Dubai.
Room temperature range : 20 °C Min. 25 °C Max.

Specimen Preparation
Sample type : Undisturbed
Method of preparation : Direct Extrusion
Initial diameter : 70.2 mm
Initial length : 140.0 mm
Initial moisture content : 24 %
Initial bulk density : 1.88 Mg/m³
Initial dry density : 1.52 Mg/m³
Particle density : 2.65 (assumed)

Shearing Stage
Rate of strain : 1.29 %/min
Failure criterion : Maximum deviator stress
Corrections applied : Membrane restraint (0.4mm thickness)

Test Result

Cell Pressure ( σ 3 ) : 50 kPa

Strain at failure( ε ) : 13.6 %
Corr. maximum deviator stress ( σ 1 - σ 3 ) f : 110 kPa
Undrained shear strength (c u ) : 55 kPa

Failure mode:
120 Plastic

100
Deviator Stress kPa

80

60

40

20

0
0 5 10 15 20
Axial Strain %

Laboratory Manager

Project No. 11-5313-QA Plate: B11.1

GEO-soil-013-A THIS CERTIFICATE IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
 UNCONSOLIDATED-UNDRAINED TRIAXIAL COMPRESSION TEST
Single-stage, without Measurement of Pore Pressure
Page 1 of 1
Client : Halcrow
Project : Geotechnical Investigation for Lusail CP-4 Roads and Interchanges
Location : Lusail, Qatar

Borehole No. : MI-109

Sample No. : U4
Sample Depth (m) : 2.65 - 3.65 m
Specimen No. : 1
Specimen Depth (m) : 2.65 - 3.65 m
Soil description : Shelly Silty SAND

Laboratory Information

Date tested : 27/04/11 Lab. Report No. 04492

Testing technician : AQC/RA Report Date 04/05/11
Test method used : BS 1377: Part 7: 1990, clause 8
Test method variation : None Lab Sample No. : 11-2705
Test Location : FUGRO MIDDLE EAST, Main Laboratory, P.O. Box 2863 Dubai.
Room temperature range : 20 °C Min. 25 °C Max.

Specimen Preparation
Sample type : Undisturbed
Method of preparation : Direct Extrusion
Initial diameter : 70.5 mm
Initial length : 140.0 mm
Initial moisture content : 27 %
Initial bulk density : 1.85 Mg/m³
Initial dry density : 1.46 Mg/m³
Particle density : 2.65 (assumed)

Shearing Stage
Rate of strain : 1.29 %/min
Failure criterion : Maximum deviator stress
Corrections applied : Membrane restraint (0.4mm thickness)

Test Result

Cell Pressure ( σ 3 ) : 50 kPa

Strain at failure( ε ) : 17.9 %
Corr. maximum deviator stress ( σ 1 - σ 3 ) f : 35 kPa
Undrained shear strength (c u ) : 18 kPa

Failure mode:
40 Intermediate

35

30
Deviator Stress kPa

25

20

15

10

0
0 5 10 15 20
Axial Strain %

Laboratory Manager

Project No. 11-5313-QA Plate: B11.2

GEO-soil-013-A THIS CERTIFICATE IS COMPUTER GENERATED AND DOES NOT REQUIRE SIGNATURE.
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