OPG 20054 GRO -Geotechnical Investigation Works for River Park Residences at Trianon - Final.pdf

GEOTECHNICAL INVESTIGATION WORKS FOR
RIVER PARK RESIDENCES AT TRIANON
GROVE PARK DEVELOPMENT LTD
Prepared by
Water Research Co Limited
29 July 2020

Report for
Grove Park Development Ltd
Palm Court,
90, St Jean Road,
Quatre Bornes, Mauritius
Main Contributors
Tulasi Vancharla
Sulayman Nawoor
Issued by
……………………………………………………
Sulayman Nawoor
Checked by
……………………………………………………
Tulasi Vancharla
Approved by
……………………………………………………
Emilio Saldivar
Document Revisions
No. Details Date
1 Final 28 July 2020
GROVE PARK
DEVELOPMENT LTD
Interpretative Report
Water Research Co. Ltd
OPG 20054 GRO

i
OPG 20054 GRO Geotechnical Investigation Works for Riverpark Residences at Trianon
Executive Summary
On 3rd
June 2020, Grove Park Development Ltd (Client) awarded Water Research Co. Ltd a contract to
carry out geotechnical investigations at Trianon where proposed town houses, twin houses, simple
duplex and ground plus four apartment units are to be implemented. The geotechnical investigations
were aimed at defining the ground profile and properties, identify groundwater level and identify and
assess any geotechnical aspect of the proposed site in relation to the development.
Works were undertaken in general accordance with BS 5930 (2015) and included: 1) Excavation,
inspection, logging and photographing trial pits, 2) Collection of disturbed samples from trial pits, 3)
Rotary Core drilling, 6) Recovery of undisturbed samples from coreholes, 7) Standard Penetration tests
(SPT), 8) Pressuremeter tests and 9) Laboratory testing.
The identified strata on site constituted of Clayey Weathered Basalt only and the primary constituent
was Highly Weathered Basalt interspersed with Completely Weathered Basalt. Strata encountered in
Trial Pits of a maximum depth of 2.80m (bgl) were Topsoil and Highly Weathered Basalt whereas in
coreholes of a maximum depth of 15.00m (bgl) were Topsoil, Highly Weathered Basalt, Highly to
Completely Weathered Basalt, Completely Weathered Basalt, Completely to Highly Weathered Basalt
and Moderately Weathered Basalt was encountered. From the strata encountered in Trial Pits and
Coreholes, the ground model opted for the calculation of ground bearing capacity and settlement is an
Infinite Ground Model – Clayey Weathered Basalt.
From the analysis of the ground model and the proposed structure that is to be implemented, foundations
options found suitable were Strip and Pad foundations.
Bearing capacities for strip footings and pad foundations have been calculated using the Brinch-Hansen
coefficients, Bulk Unit Weight of 18kN/m3
and a safety factor of 3. The depth of the foundation was
taken as 2.0m (bgl) for Zone 1 and 1.25m (bgl) for Zone 2. The bearing capacities for Zone 1 ranged
between 184kPa and 224kPa with corresponding settlements ranging between a minimum and
maximum of 6.00m and 14.87mm. Bearing capacity for Zone 2 ranged between 111kPa and 136kPa
with corresponding settlement ranging between a minimum and maximum of 18.91mm and 30.33mm.
The modulus of sub-grade reaction for Zone 1 and Zone 2 ranged between 13000𝑘𝑁/𝑚2
/𝑚 to
37500𝑘𝑁/𝑚2
/𝑚 and 4100𝑘𝑁/𝑚2
/𝑚 to 7100𝑘𝑁/𝑚2
/𝑚 respectively, depends up on the type and
dimensions of footing. Groundwater level was encountered at a minimum depth of 3.59m (bgl) in CH 3
and maximum depth of 11.67m (bgl) in CH 2.
Any excavation will be on Clayey Weathered Basalts. Pockets of soft and hard clays must be removed
if encountered. The strata encountered on site has low volume change potential.

ii
Contents
Executive Summary i
1. Introduction 7
1.1 Scope of Works and Report Format 7
2. Desk Study Information 8
2.1 Site Location and Topography 8
2.2 Geology 14
2.3 Pedology 16
2.4 Hydrology 18
3. Field and Laboratory Works 19
3.1 Geotechnical Investigation Works 19
3.2 Trial Pits 20
3.3 Rotary Core Drilling 20
3.4 In-Situ Testing 21
3.5 Laboratory Testing 22
4. Results and Ground Conditions 23
4.1 Identified Soil Profile 24
4.2 Laboratory Test Results 27
4.3 In-Situ Test Results 29
5. Geotechnical Engineering Assessment 32
5.1 Soil Profile 32
5.2 Foundation Comments 37
5.3 Excavation 37
6. References 38

iii
List of Tables
Table 3-1: Summary of Trial Pits ........................................................................................................................... 20
Table 3-2: Summary of Bulk Disturbed Samples Taken......................................................................................... 20
Table 3-3: Summary of Coreholes ......................................................................................................................... 20
Table 3-4: Summary of U2 Samples Recovered in Coreholes ................................................................................ 21
Table 3-5: Summary of SPT Tests .......................................................................................................................... 21
Table 3-6: Summary of Pressuremeter Tests......................................................................................................... 22
Table 3-7: Summary of Laboratory Testing Schedule............................................................................................ 22
Table 4-1: Summary of Depth of Strata Encountered in Exploratory Holes .......................................................... 25
Table 4-2: Summary of Natural Moisture Content................................................................................................ 27
Table 4-3: Summary of Atterberg Limits on Strata ............................................................................................... 27
Table 4-4: Summary of Particle Size Distribution on Clayey Weathered Basalt.................................................... 28
Table 4-5: Summary of Specific Gravity Test Results............................................................................................. 29
Table 4-6: Summary of In-Situ Standard Penetration Tests (SPTs)........................................................................ 29
Table 4-7: Summary of Ground Water Level in Coreholes .................................................................................... 31
Table 4-8: Summary of Pressuremeter Tests......................................................................................................... 31
Table 5-1 Bearing capacity calculated using Brinch Hansen Method ................................................................... 34
Table 5-2: Net Allowable Bearing Capacities and Settlements for Infinite Clayey Weathered Basalt Strata ....... 35
Table 5-3 Bearing capacity calculated using Brinch Hansen Method ................................................................... 36
Table 5-4: Net Allowable Bearing Capacities and Settlements for Infinite Weathered Basalt Strata................... 36

iv
Table of Figures
Figure 2-1: General Location of the Site.................................................................................................................. 8
Figure 2-2: Site Location (Google Earth Image) ...................................................................................................... 9
Figure 2-3: Site Delimitation (Google Earth Image) ................................................................................................ 9
Figure 2-4: Site Plan from the Client...................................................................................................................... 10
Figure 2-5: Aerial Photo of vicinity of the Site....................................................................................................... 11
Figure 2-6: Site during Investigation ..................................................................................................................... 11
Figure 2-7: Aerial Photo Imagery of Site in 2009 (Google Earth, 2009) ................................................................ 12
Figure 2-10: Site on Geological Map ..................................................................................................................... 15
Figure 2-11: Pedological Map of Site .............................................................................................................. 17
Figure 2-12: Aquifers of Mauritius.................................................................................................................... 18
Figure 3-1: Location of Trial Pits and Coreholes.................................................................................................... 19
Figure 4-1: Plasticity Chart – Clayey Weathered Basalt........................................................................................ 28
Figure 4-2: SPT Graph............................................................................................................................................ 30
Figure 5-1: Zonal Aerial View of Site Superimposed with Site Plan....................................................................... 32
Figure 5-2: General Ground Profile of Site ............................................................................................................ 33

Page 7 of 38
1. Introduction
On 3rd
June 2020, Grove Park Development Ltd (Client) awarded Water Research Co. Ltd a contract to
carry out ground investigations and geotechnical assessment on a site at Trianon where proposed town
houses, twin houses, simple duplex and ground plus four apartment units are to be implemented. The
geotechnical investigations carried out aimed at determining the ground’s profile and properties,
groundwater level and identify and assess any geotechnical aspect of the site in relation to the proposed
development.
1.1 Scope of Works and Report Format
The geotechnical investigation focussed on defining the soil and rock profile to support the selection
and design of foundation solutions. The scope of work was provided in the Tender Documents and
comprised of the following items:
• Excavate, inspect, log and photograph Trial Pits,
• Collection of bulk disturbed samples from Trial pits for laboratory testing,
• Rotary drilled coreholes,
• Recovery of disturbed soil samples and rock cores for detailed logging,
• Standard Penetration Tests (SPT),
• Pressuremeter Tests,
• Standpipe installation in corehole,
• Laboratory tests of bulk disturbed and undisturbed samples, and
• Geotechnical interpretative reporting.
This Report describes the activities carried out and presents the outcome of the investigations in the
following format:
• Desk study information for the site: including geology, maps and plans
• Factual information for the works: including description of fieldwork; trial pits and coreholes
photographs and logs, in-situ tests and laboratory test results
• Geotechnical assessment: comprising ground profile definition; assessment of the
geotechnical properties of strata, recommendations for selection of foundation solutions,
estimates of bearing capacity and settlement of required foundation.

Page 8 of 38
2. Desk Study Information
2.1 Site Location and Topography
The site under investigation is situated at Trianon in the district of Plaine Wilhems as shown in Figure
2-1. The site is bounded in the north by Riviere Seche, east and west by wasteland and in the south by
Marbella road. Access to the site is only possible through Marbella road. The site location (Figure 2-2),
site delimitation (Figure 2-3) and the site plan from the client (Figure 2-4) are shown below.
Figure 2-1: General Location of the Site
Site

Page 9 of 38
Figure 2-2: Site Location (Google Earth Image)
Figure 2-3: Site Delimitation (Google Earth Image)
Site
Site

Page 10 of 38
Figure 2-4: Site Plan from the Client

Page 11 of 38
In the vicinity of the site is Ebene Cyber City in the north, M1 Motorway running in the north and south,
Terre Rouge Verdun – Trianon link road in the east and Trianon City mall in the west (Figure 2-5). At
the time of the investigation, Impact Group Ltd occupied the northern part of the site and the southern
part had a football playground (Figure 2-6).
Figure 2-5: Aerial Photo of vicinity of the Site
Figure 2-6: Site during Investigation
Terre Rouge -
Verdun-Trianon Link
Road
Trianon City
Mall
M1
Motorway
Site
Football Playground
Impact
Group Ltd
Site

Page 12 of 38
From the satellite imageries of the site between 2009 and 2020, as shown in Figure 2-7, Figure 2-8 and
Figure 2-9, no developments were undertaken on these premises during these periods. In the surrounding
area, between 2009 and 2020 only residential houses were constructed.
Figure 2-7: Aerial Photo Imagery of Site in 2009 (Google Earth, 2009)
Site
Site

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Site

Page 14 of 38
2.2 Geology
According to the Geological Map of Mauritius as shown in Figure 2-10 (Ref. 1), the site is on
Intermediate Volcanic formation. During the Pliocene period, between 3.5 million and 1.7 million years
ago, a third volcanic phase produced in the south west through explosive eruptions from craters of Grand
Bassin, Bassin Blanc or Montagne Perruche which projected volcanic tuffs and covered the existing
reliefs of the ancient series. In the east, west and in the north, successive effusions of “intermediate”
lavas also called “intermediate volcanic lavas” formed the Intermediate lava formation.
This phase ends in juxtaposition and superposition of thick and massive flows of olivine basalt that are
going to fill the bottom of the calderic depressions first (ancient valleys) and then flow to periphery
through ancient topographic breaches. The hydrolysing climate characterising the most important and
youngest (chronologically) period of eruptive calm is responsible for the formation of red clay layers.
That ends the last volcanic episode. The weathering that starts very early with the first intermediate
flows presents some varied facies, from the partial weathering with conservation of “spheres” with
structures to “onion peel” totally weathered flows in which the structure of the basalt can be recognized.
On the basis of field observations, two geological deposits Pyroclastic formations and Basalts were
identified.
a) Pyroclastic formations
They are composed of pyroclastites (fine volcanic tuffs) forming a discontinuous cover more or less
thick in the southern part of the caldera (Chamarel, north of Grand Bassin). Some pyroclastites were
formed by the crown of some craters through their accumulation (crater westward from Bois Cheri).
There exists a convergence of facies between the volcanic tuffs and the products of weathered basalt.
The redistribution of fine products, especially clayish, has allowed the filling of irregularities at the
bottom of the calderas (“varved facies” have been observed in some places). Their thickness can be
locally very important, up to 80 meters of tuffs in the south of Mare-aux-Vacoas (exploration borehole,
1998).
b) Basalts
It is an irregular piling of basaltic flows whose cumulated thickness can exceed one hundred meters.
Healthy flows alternate with flows transformed by weathering, which is a sign that emissions of lavas,
far from being continuous, have occurred intermittently. When the flow is important and when the slope
is sufficient, lava tunnels are formed generally at the exit of ancient topographic breaches for example
and are visible at the surface where the roof has collapsed. At outcrops, these are massive basalts,
vesicular and micro-fissured that are found as slabs well cleaned by agents of erosion. The base of these
flows indicates signs of progression. They are scoriaceous and their thickness can vary from one meter
to the meters.

Page 15 of 38
Figure 2-10: Site on Geological Map
Site

Page 16 of 38
2.3 Pedology
The site is located in an area of Low Humic Latosols as shown in Figure 2-11. These soils occur in the
sub-humid and lower rainfall zones from 1000mm to 2750mm annually, in areas with a distinct dry
season. They are deep (over 100cm) to moderately deep soils (over 60cm) with good internal drainage
and fairly high base status (base saturation between 30% and 90%); the organic matter content is low
compared to the other great soil groups in Mauritius.
They have a weak to moderately strong structures A horizon varying from red to brown in colour over
a red to reddish brown B horizon. The texture of the A horizon is silty clay to clay; kaolinite is the
dominant clay mineral.
Overall, the physical properties of these soils are good although in the drier areas they tend to be compact
and somewhat sticky when wet.
A characteristic feature of the Low Humic Latosols is the presence of manganese dioxide in the profile.
The group of soils has been sub-divided into four families which reflect differences from variations in
rainfall and age of parent material namely:
• Richelieu
• Reduit
• Ebene
• Bonne Mere
The soils of Richelieu family occur in the driest regions where mean annual rainfall varies from less
than 1000mm to about 150mm; the Reduit family occurs above the 1500mm isohyet as do the soils of
the Ebene family but these are comparatively less leached. Soils of the Bonne Mere family are shallower
and contain gravels which may, in certain areas, be the remains of very thin overflows of Late Lavas
from Bar le Duc crater; since they occur in a higher rainfall zone they represent soils which are
transitional to Humic Latosols.

Page 17 of 38
Figure 2-11: Pedological Map of Site
Site

Page 18 of 38
2.4 Hydrology
The site is located in Aquifer II: aquifer of Phoenix – Beau Bassin – Albion/Moka – Coromandel as
shown in Figure 2-12. This aquifer comprises of:
• The western part of the intracalderic reservoir centered on Valetta – Montagne la Terre,
• The median reservoir of Phoenix – Moka – Beau Bassin, limited to the south by Corps de
Garde/ dorsal of Candos and to the north by the chin of Le Pouce until Pieter Both,
• The coastal reservoir of Coromandel – Pointe aux Sables – Albion.
The isohypse map of the old basalt roof, confirmed by borehole drilling (Trianon, Moka, St Pierre)
shows the existence of two deep ancient valleys filled by intermediate and recent basalts (multilayer
aquifer). These two valleys guide groundwater circulations and, particularly, in levels of fossil alluvium
located at the base of some flows. The superficial part of the aquifer located within clayish and
weathered semi-impermeable basalts shows some characteristics of semi-confined aquifers.
Figure 2-12: Aquifers of Mauritius
Site

Page 19 of 38
3. Field and Laboratory Works
3.1 Geotechnical Investigation Works
The fieldworks were undertaken in general accordance to the specifications from Consultant (PDMC
Ltd). The works were undertaken in accordance with British Standard (2015) and included:
• 4No. Trial Pits excavation to identify shallow soil profile,
• Collection of disturbed samples for Laboratory Testing,
• 2No. Rotary Drilled Coreholes of depth of 15m each with Core Recovery,
• 1No. Rotary Drilled Corehole of a depth of 6m with Core Recovery,
• 14No. Standard Penetration Tests (SPT),
• 5No. undisturbed U2 samples,
• 1No. 50mm Diameter Standpipe installation, and
• 7No. Pressuremeter Test.
The site works for trial pits were carried out on the 8th
of June 2020 and coreholes with pressuremeter
tests were carried out between 23rd
of June 2020 to 29th
of June 2020. The location of the trial pits and
coreholes are shown in Figure 3-1. The following sections present a general description of the works
carried out.
Figure 3-1: Location of Trial Pits and Coreholes

Page 20 of 38
3.2 Trial Pits
4No. Trial Pits were excavated to a maximum depth of 2.80m (bgl), to assess the shallow soil profile
and properties for foundations. The Trial Pits were excavated using a CAT-428F mechanical excavator
backhoe. An Engineer logged the trial pits from the surface immediately after excavation. The depths
and elevations (using a S660N GNSS Network RTK Receiver instrument) of the trial pits are presented
in Table 3-1. Small and large bulk disturbed samples were taken at regular intervals for geotechnical
testing at depth indicated in Table 3-2. The logs and photographs of the trial pits are presented in
Appendices A and B, respectively.
Table 3-1: Summary of Trial Pits
Trial Pit No.
Depth
(m, bgl)
Easting (m) Northing (m)
Elevation
(m, amsl)
TP 1 2.50 551476.818 7759749.714 330.495
TP 2 2.50 551492.610 7759717.142 330.671
TP 3 2.80 551545.238 7759791.388 330.608
TP 4 2.50 551615.752 7759849.552 327.754
Table 3-2: Summary of Bulk Disturbed Samples Taken
Trial Pit No.
Depth
(m, bgl)
Samples
TP 1 0.40 – 2.50 1LBs + 2SBs
TP 2 0.30 – 2.50 1LBs + 2SBs
TP 3 0.30 – 2.80 1LBs + 2SBs
TP 4 0.30 – 2.50 1LBs + 2SBs
3.3 Rotary Core Drilling
3No. Coreholes were drilled through rotary drilling techniques using NMLC triple tube core barrel (hole
diameter of 76mm and core diameter of 52mm). The depths and elevations of coreholes (using a S660N
GNSS Network RTK Receiver instrument) are shown in Table 3-3. The sum of the depth of all the
coreholes drilled on site is 36.00m. Undisturbed samples were collected through U2 sampling and
summarized in Table 3-4. Water was used as flushing medium; circulation of water was stopped to
achieve the maximum recovery when coring of soft and weak materials with the term “dry coring” used
in such cases.
Table 3-3: Summary of Coreholes
Corehole No.
Depth
(m, bgl)
Easting (m) Northing (m)
Elevation
(m, amsl)
CH 1 15.00 551459.619 7759777.438 330.065
CH 2 15.00 551499.314 7759711.718 330.647
CH 3 6.00 551609.859 7759848.814 327.729

Page 21 of 38
Table 3-4: Summary of U2 Samples Recovered in Coreholes
Corehole No.
Depth
(m, bgl)
Recovery
(cm)
CH 1
5.50 – 6.00 32
8.00 – 8.50 Refusal
CH 2
1.50 – 2.00 30
5.00 – 5.50 50
CH 3 3.50 – 4.00 50
The core samples recovered from the 3No. rotary coreholes were photographed and described by an
Engineer according to BS5930:2015 (Ref. 4). Details of the strata encountered are given in the corehole
logs along with the assessment of Total Core Recovery (TCR), Solid Core Recovery (SCR), Rock
Quality Designation (RQD), each expressed as a percentage of the individual core runs, and the Fracture
Index (FI). The corehole logs are presented in Appendix C and their respective core photographs are
presented in Appendix D.
3.4 In-Situ Testing
3.4.1 In-Situ Standard Penetration Tests (SPTs)
14No. Standard Penetration Tests (SPT) were carried out in all coreholes in accordance to BS1377: Part
9 (2015) (Ref. 5). Table 3-5 presents the depths SPT Tests were carried out. The test consisted in driving
a 50mm split spoon sampler by means of a 63.5kg hammer falling at a height of 760mm. The SPT blow
count N is the number of blows required to drive the spoon by 300mm after initially seating the spoon
by 150mm. Tests for which the full penetration of 450mm could not be achieved after 50 blows are
termed as “Refusals”.
Table 3-5: Summary of SPT Tests
Corehole No.
SPT Test
No.
Depth
(m, bgl)
CH 1
1 1.50 – 2.00
2 3.50 – 4.00
3 6.00 – 6.50
4 8.00 – 8.50
5 10.00 – 10.50
6 12.25 – 12.45
7 13.50 – 14.00
CH 2
1 2.00 – 2.50
2 5.50 – 6.00
3 7.50 – 8.00
4 9.50 – 10.00
5 11.50 – 12.00
CH 3
1 1.50 – 2.00
2 4.00 – 4.50

Page 22 of 38
3.4.2 Pressuremeter Tests
7No. pressuremeter tests were carried out in all coreholes. Table 3-6 presents the depth pressuremeter
tests were carried out. An Apageo Menard Pressuremeter equipment in accordance with BS EN ISO
22476-4:2012 was utilised for this purpose. This method provides a stress-strain response of the strata
in-situ. A pressuremeter modulus which in this case is the Menard’s Modulus and a limit pressure is
obtained for geotechnical analysis.
The pressuremeter set up comprised of a Pressure-Volume Control unit, an automatic recording unit and
a cylindrical probe which is inserted into the corehole. The probe consists of three independent cells, a
measuring cell and two guard cells. Once the probe is at the required test depth, the guard cells are
inflated to brace the probe in place. The measuring cell is pressurized with water, inflating its flexible
rubber bladder, which exerts a pressure on the borehole walls. The deformations of the wall are recorded
for each pressure increment for 60 seconds. The test is terminated when yielding in the soil becomes
disproportionately large. The test results at respective corehole is presented in Appendix G.
Table 3-6: Summary of Pressuremeter Tests
Corehole No.
Test
No.
Test Depth
(m, bgl)
CH 1
1 3.00
2 6.00
3 9.00
4 12.00
CH 2 1 12.00
CH 3
1 3.00
2 5.50
3.5 Laboratory Testing
The scope of geotechnical laboratory testing aimed at determining site parameters concerning the
classification and consolidation of the strata is to enable the geotechnical design. Table 3-7 presents the
number of tests and the standards utilised for testing. The laboratory tests were carried out at
Geotechnical Services Ltd (GETS). The laboratory schedule and results are presented in Appendix E
and F respectively. Please note that the One-Dimensional Consolidation tests were still under testing
during the execution of this report and results will be submitted as addendum.
Table 3-7: Summary of Laboratory Testing Schedule
Tests Amount Standard
Natural Moisture Content 4 BS 1377-2:1990 Section 3
Atterberg Limits 4 BS1377-2:1990 Section 4 & 5
Specific Gravity 4 BS 1377-2:1990 Section 8
Particle Size Distribution (Hydrometer) 4 BS 1377-2:1990 Section 9.5
One-Dimensional Consolidation (8 Loadings) 2 BS 1377-5:1990 Section 3

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4. Results and Ground Conditions
This Chapter summarises the factual information obtained during the investigation works, the general
geotechnical interpretation is presented in Chapter 5.
The descriptions of the soils and rocks are based on BS 5930:2015 (Code of Practice for Ground
Investigation) which, when discussing the description of soils and rocks, refers to BS EN ISO 14689-
1:2003, Part 1: Identification and description. Based on McLean and Gribble (1979), the following
terms are used in the report:
• Slightly weathered (SWB) - Discoloration indicates weathering of rock material and discontinuity
surfaces. Distinctly weathered through much of the rock fabric with slight limonite staining.
Strength approaches that of the fresh rock. Requires explosive for excavation. Highly permeable
open joints.
• Moderately weathered (MWB) - Less than half of the rock material is decomposed or
disintegrated. Fresh or discoloured rock is present either as a continuous framework or as core
stones. Considerably weathered throughout. Possessing some strength – large pieces cannot be
broken by hand, reasonable core recovery. Often limonite stained. Difficult to rip.
• Highly weathered (HWB) - More than half of the rock material is decomposed or disintegrated.
Fresh or discoloured rock is present either as a discontinuous framework or as core stones. Rock
so weakened by weathering that fairly large pieces can be broken and crumbled in the hands.
Sometimes recovered as core in careful rotary drilling.
• Completely weathered (CWB) - All rock material is decomposed and/or disintegrated to soil. The
original mass structure is still largely intact. Rock completely decomposed by weathering in place
but texture still recognisable. Can be excavated by hand.
• Residual Soil (RS) – All rock material is converted to soil. The mass structure and material fabric
are destroyed. There is a large change in volume, but the soil has not been significantly
transported. No recognisable rock textures. Surface layer contains humus and plant roots.
The following Sections present the description of strata encountered and the results of the in-situ and
laboratory testing.

Page 24 of 38
4.1 Identified Soil Profile
The encountered strata in the trial pits and coreholes are as follows:
• Topsoil;
• Highly Weathered Basalt;
• Highly to Completely Weathered Basalt;
• Completely Weathered Basalt;
• Completely to Highly Weathered Basalt; and
• Moderately to Highly Weathered Basalt.
The detail depth intervals for each stratum at each investigation position are presented in Table 4-1.

Page 25 of 38
Table 4-1: Summary of Depth of Strata Encountered in Exploratory Holes
Trial Pit/
Corehole No.
Topsoil
Highly Weathered
Basalt
Highly to Completely
Weathered Basalt
Completely
Weathered Basalt
Completely to Highly
Weathered Basalt
Moderately to Highly
Weathered Basalt
TP 1 0.00m – 0.40m 0.40m – 2.50m
TP 2 0.00m – 0.30m 0.30m – 2.50m
TP 3 0.00m – 0.30m 0.30m – 2.80m
TP 4 0.00m – 0.30m 0.30m – 2.50m
CH 1 0.00m – 0.50m
0.50m – 4.60m
8.00m – 9.00m
14.67m – 15.00m
4.60m – 6.76m
6.76m – 8.00m
9.00m – 11.78m
13.00m – 14.67m
11.78m – 13.00m
CH 2 0.00m – 0.30m
0.30m – 5.00m
7.50m – 8.80m
11.50m – 15.00m
5.00m – 7.50m
10.45m – 11.50m
8.80m – 10.45m
CH 3 0.00m – 0.47m 0.47m – 2.87m 2.87m – 6.00m

Page 26 of 38
4.1.1 Topsoil
Topsoil was encountered in all exploratory holes from ground level to a maximum depth of 0.50m (bgl)
at CH 1 with an average thickness of 0.37m. The stratum was generally described as: Dark brown
slightly gravelly medium to high plasticity Silty CLAY with frequent rootlets. Gravels are sub-angular
fine and medium of extremely weak to weak grey Highly to Moderately Weathered Basalt.
4.1.2 Highly Weathered Basalt
Highly Weathered Basalt was encountered in all exploratory holes at a minimum depth of 0.30m (bgl)
and maximum depth of 15.00m (bgl) at CH 1 and CH 2. The average thickness of the stratum was 2.40m
and was generally described as: Stiff to firm dark brown very gravelly high to medium plasticity Silty
CLAY with medium cobble content and low boulder content. Gravels are sub-angular coarse and
medium of weak grey with black and brown discolorations vesicular Moderately Weathered Basalt.
Cobbles are sub-rounded of medium strong grey vesicular Moderately Weathered Basalt. Boulders are
sub-rounded to rounded of medium strong to strong grey vesicular Moderately Weathered Basalt.
4.1.3 Highly to Completely Weathered Basalt
Highly to Completely Weathered Basalt was encountered in CH 1 only between depths of 4.60m (bgl)
and 6.76m (bgl) with a thickness of 2.16m. The stratum was described as: Firm dark brown gravelly
high plasticity Silty CLAY. Gravels are sub-angular medium and coarse of weak to extremely weak
grey Moderately to Highly Weathered.
4.1.4 Completely Weathered Basalt
Completely Weathered Basalt was encountered in CH 1 and CH 2 only at a minimum depth of 5.00m
(bgl) and a maximum depth of 14.67m (bgl) with an average thickness of 1.85m. The stratum was
generally described as: dark brown slightly gravelly high plasticity Silty CLAY. Gravels are sub-angular
coarse and medium of extremely weak grey with brown discolorations Highly Weathered Basalt.
4.1.5 Completely to Highly Weathered Basalt
Completely to Highly Weathered Basalt was encountered in CH 2 and CH 3 only at a minimum depth
of 2.87m (bgl) and maximum depth of 10.45m (bgl) with an average thickness of 2.40m. The stratum
was generally described as: Very stiff dark brown to brown slightly gravelly high to medium plasticity
Silty CLAY. Gravels are sub-angular coarse and fine of extremely weak to weak grey Highly to
Moderately Weathered Basalt.
4.1.6 Moderately to Highly Weathered Basalt
Moderately Weathered Basalt was encountered in CH 1 only between depths of 11.78m (bgl) and
13.00m (bgl) with a thickness of 1.22m. The stratum was described as: Grey sub-angular coarse and
medium weak to extremely weak Moderately to Highly Weathered Basalt Silty Sandy GRAVEL with
high cobble content. Silty Sand is brown low plasticity. Cobbles are sub-angular of medium strong to
weak grey Moderately Weathered Basalt.

Page 27 of 38
4.2 Laboratory Test Results
4.2.1 Natural Moisture Content
4No. Natural Moisture Content Tests were carried out on the Clayey Weathered Basalt strata. The results
are summarized in Table 4-2. The minimum and maximum moisture content are 33% at TP 1 and 43%
at TP 3 and TP 4 with an average moisture content of 40%. The laboratory test results are presented in
Appendix F.
Table 4-2: Summary of Natural Moisture Content
Trial Pit/
Corehole No.
Strata
Depth
(m, bgl)
Natural Moisture
Content (%)
TP 1 HWB 0.40 – 2.50 33
TP 3 HWB 0.30 - 2.80 43
TP 4 HWB 0.30 – 2.50 43
CH 1 HWB 4.60 – 6.76 42
4.2.2 Atterberg Limits & Linear Shrinkage
4No. Atterberg Limits tests were carried out on the Clayey Weathered Basalt strata. The results are
summarized in Table 4-3. Figure 4-1 shows the results plotted on the Plasticity Chart. The minimum
and maximum Plasticity Index (P.I.) were 14% at CH 1 and 28% at TP 3 with an average Plasticity
Index (PI) of 21%. From Figure 4-1, the strata on site has mainly high plasticity. The laboratory test
results are presented in Appendix F.
Table 4-3: Summary of Atterberg Limits on Strata
Trial Pit/
Corehole No.
Strata
Depth
(m, bgl)
Plastic
Limit (%)
Liquid
Limit (%)
Plasticity
Index (%)
TP 1 HWB 0.40 – 2.50 44 65 20
TP 3 HWB 0.30 - 2.80 37 65 28
TP 4 HWB 0.30 – 2.50 45 68 23
CH 1 HWB 4.60 – 6.76 39 53 14

Page 28 of 38
Figure 4-1: Plasticity Chart – Clayey Weathered Basalt
4.2.3 Particle Size Distribution (Wet Sieving + Hydrometer)
4No. Particle Size Distribution tests with Hydrometer tests were scheduled on the Clayey Weathered
Basalt strata and the result are shown in Table 4-4. The results show that the stratum encountered is
mainly composed of Sand and Silt. The laboratory test results are presented in Appendix F.
Table 4-4: Summary of Particle Size Distribution on Clayey Weathered Basalt
Trial Pit/
Corehole No.
Strata
Depth
(m, bgl)
Particle Size Distribution (%)
Cobbles Gravel Sand Silt Clay
TP 1 HWB 0.40 – 2.50 5.0 46.5 22.9 22.8 2.8
TP 3 HWB 0.30 - 2.80 0.0 51.3 26.1 17.6 5.1
TP 4 HWB 0.30 – 2.50 0.0 53.8 18.9 22.2 4.9
CH 1 HWB 4.60 – 6.76 0.0 19.2 32.2 46.5 2.1

Page 29 of 38
4.2.4 Specific Gravity
4No. Specific Gravity tests were carried out on the Clayey Weathered Basalt strata and the results are
summarized in Table 4-5. The minimum and maximum Specific Gravity obtained are 2.66 and 2.90 with
an average of 2.80. The laboratory test results are presented in Appendix F.
Table 4-5: Summary of Specific Gravity Test Results
Trial Pit/
Corehole No.
Strata
Depth
(m, bgl)
Specific
Gravity
TP 1 HWB 0.40 – 2.50 2.78
TP 3 HWB 0.30 - 2.80 2.87
TP 4 HWB 0.30 – 2.50 2.66
CH 1 HWB 4.60 – 6.76 2.90
4.3 In-Situ Test Results
4.3.1 In-Situ Standard Penetration Tests (SPTs)
14No. SPTs were carried out in total throughout all 3No. coreholes. The maximum N Value is 56 at CH
2 while the lowest is 7 at CH 3. The average N Value of the Clayey Weathered Basalt strata is 26 which
corresponds to a Stiff material. The results for SPT values are summarized in Table 4-6 and Figure 4-2
shows the SPT-N graph.
Table 4-6: Summary of In-Situ Standard Penetration Tests (SPTs)
Corehole No.
SPT Test
No.
Depth (m, bgl) N – Value
Recovery
(cm)
CH 1
1 1.50 – 2.00 10 43
2 3.50 – 4.00 9 45
3 6.00 – 6.50 11 45
4 8.00 – 8.50 40 45
5 10.00 – 10.50 14 45
6 12.25 – 12.45 >51 20
7 13.50 – 14.00 23 45
CH 2
1 2.00 – 2.50 56 22
2 5.50 – 6.00 13 21
3 7.50 – 8.00 31 33
4 9.50 – 10.00 37 39
5 11.50 – 12.00 56 45
CH 3
1 1.50 – 2.00 7 40
2 4.00 – 4.50 35 45

Page 30 of 38
Figure 4-2: SPT Graph
HWB
HWB
HWB
HWB
CWB
M-HWB
(Refusal)
CWB
HWB
CWB
HWB
C-HWB
HWB
HWB
C-HWB
0.0
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
13.5
14.0
14.5
15.0
0 5 10 15 20 25 30 35 40 45 50 55 60
Depth
(m
bgl) Riverpark Residences - SPT-N values
CH 1 CH 2 CH 3
Average SPT
- N = 26

Page 31 of 38
4.3.2 Groundwater
Groundwater was encountered in CH 1, CH 2 and CH 3 only at 10.82m (bgl), 11.67m (bgl) and 3.59m
(bgl) respectively. Table 4-7 summarises encountered groundwater depths. 1No. standpipe was installed
at CH 2 for monitoring of ground water.
Table 4-7: Summary of Ground Water Level in Coreholes
Corehole No. Water level (m, bgl)
CH 1 10.82
CH 2 11.67
CH 3 3.59
4.3.3 Pressuremeter Test
7No. Pressuremeter tests were carried out across all coreholes. Table 4-8 summarises the pressuremeter
tests carried out. The minimum and maximum Menard Modulus attained in the coreholes are 4.47MPa
in CH 3 and 159.7MPa in CH 2. The Pressuremeter results are presented in Appendix G.
Table 4-8: Summary of Pressuremeter Tests
Corehole No.
Test
No.
Test Depth
(m, bgl)
Water level
(m, bgl)
Menard
Modulus (MPa)
CH 1
1 3.00
10.82
23.27
2 6.00 10.82 33.97
3 9.00 10.82 70.75
4 12.00 10.82 85.09
CH 2 1 12.00 11.67 159.7
CH 3
1 3.00 3.59 4.47
2 5.50 3.59 29.48

Page 32 of 38
Figure 5-1: Zonal Aerial View of Site Superimposed with Site Plan
5. Geotechnical Engineering Assessment
This Chapter presents the definition of the ground profile and properties to select and analyse foundation
solutions for the proposed development. Some of the properties discussed are obtained from well-
established empirical correlations, which are implemented assuming a response or behaviour for the
strata evaluated, due judgement should be exercised when the indicated properties are used.
5.1 Soil Profile
The site has been divided into two zones namely Zone 1 and Zone 2 for analysis purposes. A zonal aerial
view of the site superimposed with the site plan provided by the Consultant (PDMC Ltd) is shown in
Figure 5-1 where the zone highlighted in green holds a ground plus four Senior Apartment building and
parking bays and Zone 2 highlighted in orange holds ground plus two and ground plus one Town Houses,
outdoor living areas, a football playground, a gym, access roads and parking bays.
The soil profile as shown in Figure 5-2 shows the ground profile of the site across TP 2 to TP 4.
Predominantly the strata on site was composed of Highly Weathered Basalt and Completely Weathered
Basalt interspersed with layers of Highly to Completely Weathered Basalt, Completely to Highly
Weathered Basalt and Moderately to Highly Weathered Basalt. Throughout all trial pits and coreholes
excavated and drilled, no bedrock was encountered. Ground water level encountered only in coreholes
varied between 3.59m (bgl) at CH 3 and 11.67m (bgl) at CH 2. Considering the ground profile of the
site, an Infinite Clayey Weathered Basalt model which best represents the ground profile was considered
for the calculation of bearing capacity and settlement.
Site
Zone 1
Zone 2

Page 33 of 38
Figure 5-2: General Ground Profile of Site
Zone 2
Plots for Townhouses, Twin Houses and Simple Duplex
SPT-N = 23
SPT-N = >51
SPT-N = 14
SPT-N = 30
SPT-N = 11
SPT-N = 9
SPT-N = 10
SPT-N = 56
SPT-N = 37
SPT-N = 31
SPT-N = 13
SPT-N = 56
SPT-N = 35
SPT-N = 7
EM=23.27 MPa
EM=33.97 MPa
EM=70.75 MPa
EM=85.09 MPa
EM=29.48 MPa
EM=4.48 MPa
Zone 1
Senior Apartments (Ground Plus Four)
EM=159.7 MPa

Page 34 of 38
5.1.1 Zone 1
Properties of Clayey Weathered Basalt
The following properties are suggested for geotechnical analysis based on the in-situ test results and
correlations:
• Assumed Unit Weight of 18kN/m3
.
• Atterberg limit tests carried out on the Clayey Weathered Basalt resulted in a minimum and
maximum Plasticity Index (PI) of 14% and 28% respectively. The PI of 28% was considered
for the calculations.
• Strength: the stratum was mostly described as stiff to firm. From in-situ standard penetration
tests (SPTs) done on site, SPT N values varied between 7 and 56, with a mean of 26 which
corresponds to a stiff material. A conservative SPT-N value of 14 was considered for the
analysis. As per SPT N value, using Stroud correlation (Stroud, 1989) Su = NF1, where F1 is 4.65
for the highest PI of 28% obtained in laboratory tests, a Su (shear strength) of 65.1kPa is
computed.
• From the Pressuremeter tests carried out in CH1 and CH2, a conservative Menard Modulus of
23.27MPa is considered for calculations.
• Average Water Level in CH 1 and CH 2 was considered as 11.25m (bgl)
• Assumed Poisson Ratio (µ) is 0.30 (Bowles, 1997).
Bearing Capacity and settlements
Based on the expected loads, the observed ground profile and the consultant requirements, the proposed
development shall consist of shallow foundations on the Clayey Weathered Basalt. The considered
founding depth as provided by the Consultant (PDMC Ltd) was of an average depth of 2.00m (bgl).
Based on the design profile described in Section 5.1, the bearing capacity is calculated for a cohesive
stratum of infinite ground model using Brinch Hansen coefficients and assuming a Factor of Safety of
3. The bearing capacities were computed for vertical loading only and presented in Table 5-1.
Table 5-1 Bearing capacity calculated using Brinch Hansen Method
Foundation Type
Dimensions
(m)
Bearing Capacity
(kPa)
Strip 1.0 x 3.0 184
Pad 1.0 x 1.0 224
Pad 1.5 x 1.5 213
Pad 2.0 x 2.0 217
Pad 3.0 x 3.0 198

Page 35 of 38
Long-term settlements were calculated using Oasys Pdisp Software using Boussinesq’ s equation and
the soil parameters described in Section 5.1.1. The allowable bearing pressure for the expected
foundation size and settlement have been calculated and presented in Table 5-2. The bearing pressures
varied between a minimum and maximum of 184kPa and 224kPa with corresponding settlement values
ranging between a minimum and maximum of 6.00mm and 14.87mm, depending on the type and size
of the foundations.
Table 5-2: Net Allowable Bearing Capacities and Settlements for Infinite Clayey Weathered Basalt Strata
Foundation Type
Dimensions
(m)
Allowable Bearing
capacity (kPa)
Estimated Settlement
- Pdisp (mm)
Strip 1.0 x 3.0 184 6.90
Pad 1.0 x 1.0 224 6.00
Pad 1.5 x 1.5 213 8.88
Pad 2.0 x 2.0 217 10.06
Pad 3.0 x 3.0 198 14.87
5.1.2 Zone 2
Properties of Clayey Weathered Basalt
The following properties are suggested for geotechnical analysis based on the in-situ test results and
correlations:
• Assumed Unit Weight of 18kN/m3
.
• Atterberg limit tests carried out on the Clayey Weathered Basalt resulted in a minimum and
maximum Plasticity Index (PI) of 14% and 28% respectively. The PI of 28% was considered
for the calculations.
• Strength: the stratum was mostly described as stiff to firm. From in situ standard penetration
tests (SPTs) done on site, SPT N values varied between 7 and 56 and a conservative SPT-N
value of 9 was considered for the analysis. As per SPT N value, using Stroud correlation (Stroud,
1989) Su = NF1, where F1 is 4.65 for the highest PI of 28% obtained in laboratory tests, a Su
(shear strength) of 41.85kPa is computed.
• From the Pressuremeter tests carried out in CH 3, a conservative Menard Modulus of 4.48MPa
is considered for calculations.
• Water Level in CH 3 was considered as 3.59m (bgl)
• Assumed Poisson Ratio (µ) is 0.30 (Bowles, 1997).

Page 36 of 38
Bearing Capacity and settlements
Based on the expected loads, the observed ground profile and the consultant requirements, the proposed
development shall consist of shallow foundations on the Clayey Weathered Basalt The considered
founding depth as provided by the Consultant (PDMC Ltd) was of an average depth of 1.25m (bgl).
Based on the design profile described in Section 5.1, the bearing capacity is calculated for a cohesive
stratum of infinite ground model using Brinch Hansen coefficients and assuming a Factor of Safety of
3. The bearing capacities were computed for vertical loading only and presented in Table 5-3.
Table 5-3 Bearing capacity calculated using Brinch Hansen Method
Foundation Type
Dimensions
(m)
Bearing Capacity
(kPa)
Strip 1.0 x 3.0 111
Pad 1.0 x 1.0 136
Pad 1.5 x 1.5 133
Pad 2.0 x 2.0 126
Long-term settlements were calculated using Oasys Pdisp Software using Boussinesq’ s equation and
the soil parameters described in Section 5.1.2 The allowable bearing pressure for the expected
foundation size and settlement have been calculated and presented in Table 5-4. The bearing pressures
varied between a minimum and maximum of 111kPa and 136kPa with corresponding settlement values
ranging between a minimum and maximum of 18.91mm and 30.33mm, depending on the type and size
of the foundations.
Table 5-4: Net Allowable Bearing Capacities and Settlements for Infinite Weathered Basalt Strata
Foundation Type
Dimensions
(m)
Allowable Bearing
capacity (kPa)
Estimated Settlement
- Pdisp (mm)
Strip 1.0 x 3.0 111 21.62
Pad 1.0 x 1.0 136 18.91
Pad 1.5 x 1.5 133 28.79
Pad 2.0 x 2.0 126 30.33

Page 37 of 38
5.1.3 Modulus of Sub-grade Reaction
The modulus of sub-grade reaction is a conceptual relationship between soil pressure and deflection that
is widely used in the structural analysis of foundation members. It is used for continuous footings, mats
and various types of pilling. The term used for the calculation of the approximation of the modulus of
sub-grade reaction for the strata on site is,
𝐾𝑠 = 𝑆𝑎𝑓𝑒𝑡𝑦 𝑓𝑎𝑐𝑡𝑜𝑟.
𝑞𝐴𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒
𝛿𝐴𝑐𝑡𝑢𝑎𝑙
where the Safety Factor is 3, 𝑞 is load (kPa) and 𝛿 is settlement (m).
From the Allowable Bearing Capacity and Settlement of foundations, the Modulus of Sub-Grade
reaction for Strip footings for Zone 1 and Zone 2 are 27000 𝑘𝑁/𝑚2
/𝑚 and 5100 𝑘𝑁/𝑚2
/𝑚
respectively. The Modulus of Sub-Grade Reaction for Pad footings for Zone 1 ranged between
13300 𝑘𝑁/𝑚2
/𝑚 and 37500 𝑘𝑁/𝑚2
/𝑚 and for Zone 2 ranged between 4100 𝑘𝑁/𝑚2
/𝑚 and
7100 𝑘𝑁/𝑚2
/𝑚 depending on dimensions of pad footings.
5.2 Foundation Comments
There are various criteria for allowable settlement for foundations. Skempton and MacDonald (1956)
suggested that for a limiting angle of distortion of 1 in 500, the limiting maximum differential settlement
is about 35mm in a clayey layer, the limiting total settlement is 35mm – 65 mm for isolated foundations
and 65-100mm for raft foundations on a clayey layer. The European Committee for Standardization (BS
EN 1997-1, 2004) recommended a maximum allowable settlement of 25mm for isolated shallow
foundations and 50mm for raft foundations whereas BS 8004 (2004) allows a general settlement of 50
– 75mm for both types of foundations. On the following assessment, the allowable settlements for pad
foundation are taken as 35mm. The Settlement in Zone 1 and Zone 2 for Strip and Pad footings are all
within the allowable settlements.
5.3 Excavation
All excavations must be carried out in accordance with the Occupational Health and Safety Act (OHSA).
The soils that will be excavated across the site include Topsoil, Highly Weathered Basalt and
Completely Weathered Basalt stratum. These materials can be used and stockpiled separately without
contamination. Excavation of these Clayey Weathered Basalt materials can be carried out with
conventional methods and conventional excavating plant. The choice of plant for bulk excavation is
largely determined by the quantity and by the length of haul to the disposal point. Small boulders, if
encountered, may be disposed of by the excavating plant. Short term vertical excavations for basement
and foundations within the Clayey Weathered Basalts are likely to be stable for 1.5m height unshored
in the short term, provided no one is at risk below the excavation. A temporary slope angle of
approximately 1V:1H should be sufficient to allow construction, which can then be backfilled. During
construction of the strip and pad foundations, an inspection at the founding level is recommended to
ensure there are suitable quality and consistency. Hard and soft pockets such as pockets of clay and
boulders might need to be removed and backfilled in with suitable fill. A layer of blinding should be
cast at the bottom of foundation excavations as early as possible to avoid softening during rainfall.

Page 38 of 38
6. References
1. Ile Maurice Carte Géologique et Hydrogéologique (1996), République de Maurice.
2. Proag, V. (1995), The Geology and Water Resources of Mauritius, analysis, Mahatma Gandhi
Institute.
3. Directorate of Overseas Surveys (UK) (1962), Soil Map of Mauritius, Public Works and Survey
Department, Port Louis Mauritius.
4. British Standards (2015), BS 5930, Code of practice for site investigations.
5. British Standards (2015), BS 1377, Methods of tests for soils for Civil Engineering purposes.
6. Stroud, M A (1989), The Standard Penetration Test – its application and interpretation,
Penetration Testing in the UK, Thomas Telford.
7. Tomlinson, Foundation Design and Construction, Seventh Edition, Pearson Education Limited,
2001.
8. Prakash S., Sharma H. (1990), Pile Foundations in Engineering Practice, John Wiley and Sons
Inc.
9. Highways Agency (1994), Design Manual for Roads and Bridges, HD25/94 Part 2.
10. Highways Agency (1994), Manual of Contract Documents for Highway Works (MCHW),
Volume 1: Specifications for Highway Works, Series 600 - Earthworks.
11. A R Gaba, B Simpson, W Powrie, D R Beadman (2003), Embedded retaining walls - guidance
for economic design (C580), CIRIA.
12. Padfield and Mair (1984), CIRIA REPORT 104 - Design of retaining walls embedded in stiff
clays, CIRIA.
13. UK Building Research Establishment (BRE) (2005), Special Digest SD1, Concrete in
Aggressive Ground.
14. Foundation Analysis and Design – 5th
Edition by Joseph E. Bowles.
15. Peck, R. B., et al. (1974). Foundation Engineering. New York, John Wiley & Sons.
16. The National Housing Building Standards (NHBC 2014).
17. Department of the Army and the Air Force, Technical Manual No. 5-818-1 (October 1983) –
Soils and Geology Procedures for Foundation Design of Buildings and Other Structure (Except
Hydraulic Structures)

Scale
(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
Descrip on of Strata
Dark brown slightly gravelly medium to high plas city Silty CLAY with
frequent rootlets. Gravels are sub-angular ne and medium of
extremely weak to weak grey Highly to Moderately Weathered Basalt.
TOPSOIL.
S to rm dark brown to brown very gravelly high to medium plas city
Silty CLAY with medium cobble content and low boulder content.
Gravels are sub-angular coarse and medium of weak grey with black
and brown discolora ons vesicular Moderately Weathered Basalt.
Cobbles are sub-rounded of medium strong grey vesicular Moderately
Weathered Basalt. Boulders are sub-rounded to rounded of medium
strong to strong grey vesicular Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
End of Trialpit at 2.50m
Legend
Depth
(m)
0.40
2.50
Eleva
on
(m
amsl)
330.10
328.00
Sample
Type
LB
SB
Depth of
Water
Srikes
Insitu density/
Percola on/
Pocket Pen. kPa
TRIALPIT No. : TP 1
SITE : Trianon
Method : Mechanical Excava on Na onal Grid Coordinates
N : 7759749.71
E : 551476.818
Ground Level : 330.495m amsl
Start Date : 08/06/2020
End Date : 08/06/2020
Final Depth : 2.50m
Water Depth : No Ground Water Encountered
Remarks : Nota on
P : Percola on Test
DT : In Situ Density Test
PP : Pocket Penetrometer
SB : Small Bulk
LB : Large Bulk
Logged by : SN
Checked by : TV
Contract No. : OPG 20054 GRO Project : GEOTECHNICAL INVESTIGATION WORKS FOR RIVER
PARK RESIDENCES AT TRIANON
Sheet : 1 of 1

Scale
(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
TOPSOIL.
S to rm dark brown to brown gravelly high to medium plas city Silty
CLAY with low cobble content and low boulder content. Gravels are
sub-angular coarse and medium of weak grey with black and brown
discolora ons vesicular Moderately Weathered Basalt. Cobbles are sub-
rounded of medium strong grey vesicular Moderately Weathered
Basalt. Boulders are sub-rounded to rounded of medium strong to
strong grey vesicular Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
Legend
Depth
(m)
0.30
2.50
Eleva
on
(m
amsl)
330.37
328.17
Sample
Type
LB
SB
Depth of
Water
Srikes
Insitu density/
Percola on/
Pocket Pen. kPa
TRIALPIT No. : TP 2
SITE : Trianon
N : 7759717.14
E : 551492.610
Start Date : 08/06/2020
End Date : 08/06/2020
Final Depth : 2.50m
Remarks : Nota on
P : Percola on Test
SB : Small Bulk
LB : Large Bulk
Logged by : SN
Checked by : TV
Sheet : 1 of 1

Scale
(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
TOPSOIL.
S to rm dark brown gravelly medium to high plas city Silty CLAY
with low cobble content and low boulder content. Gravels are sub-
angular coarse and medium of weak grey with black and brown
discolora ons vesicular Moderately Weathered Basalt. Cobbles are sub-
rounded of medium strong grey vesicular Moderately Weathered
Basalt. Boulders are sub-rounded to rounded of medium strong to
strong grey vesicular Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
Legend
Depth
(m)
0.30
2.80
Eleva
on
(m
amsl)
330.31
327.81
Sample
Type
LB
SB
Depth of
Water
Srikes
Insitu density/
Percola on/
Pocket Pen. kPa
TRIALPIT No. : TP 3
SITE : Trianon
N : 7759791.39
E : 551545.238
Start Date : 08/06/2020
End Date : 08/06/2020
Final Depth : 2.80m
Remarks : Nota on
P : Percola on Test
SB : Small Bulk
LB : Large Bulk
Logged by : SN
Checked by : TV
Sheet : 1 of 1

Scale
(m)
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
TOPSOIL.
S to rm dark brown very gravelly medium to high plas city Silty
CLAY with medium cobble content and medium boulder content.
Gravels are sub-angular coarse and medium of weak grey with black
and brown discolora ons vesicular Moderately Weathered Basalt.
Cobbles are sub-rounded of medium strong grey vesicular Moderately
Weathered Basalt. Boulders are sub-rounded to rounded of medium
strong to strong grey vesicular Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
Legend
Depth
(m)
0.30
2.50
Eleva
on
(m
amsl)
327.45
325.25
Sample
Type
LB
SB
Depth of
Water
Srikes
Insitu density/
Percola on/
Pocket Pen. kPa
TRIALPIT No. : TP 4
SITE : Trianon
N : 7759849.55
E : 551615.752
Start Date : 08/06/2020
End Date : 08/06/2020
Final Depth : 2.50m
Remarks : Nota on
P : Percola on Test
SB : Small Bulk
LB : Large Bulk
Logged by : SN
Checked by : TV
Sheet : 1 of 1

Appendix B Trial Pits Photographs

GEOTECHNICAL INVESTIGATION WORKS FOR RIVER PARK
RESIDENCES AT TRIANON
TP 1
Page 1 of 7
Final Depth: 2.50m (bgl) Client: Grove Park Development ltd
Location: Trianon Contract No.: OPG 20054 GRO

TP 1
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TP 1
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TP 1
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TP 1
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TP 1
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TP 1
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TP 2
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TP 2
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TP 2
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TP 2
Page 4 of 7

TP 2
Page 5 of 7

TP 2
Page 6 of 7

TP 2
Page 7 of 7

TP 3
Page 1 of 7

TP 3
Page 2 of 7

TP 3
Page 3 of 7

TP 3
Page 4 of 7

TP 3
Page 5 of 7

TP 3
Page 6 of 7

TP 3
Page 7 of 7

TP 4
Page 1 of 7

TP 4
Page 2 of 7

TP 4
Page 3 of 7

TP 4
Page 4 of 7

TP 4
Page 5 of 7

TP 4
Page 6 of 7

TP 4
Page 7 of 7

Scale
(m)
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
Dark brown slightly gravelly medium to high
plas city Silty CLAY with frequent rootlets.
Gravels are sub-angular ne and medium of
extremely weak to weak grey Highly to
Moderately Weathered Basalt. TOPSOIL.
Firm dark brown to brown gravelly high to
medium plas city Silty CLAY. Gravels are sub-
angular coarse and medium of weak grey with
black and brown discolora ons vesicular
Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
Firm dark brown gravelly high plas city Silty
CLAY. Gravels are sub-angular medium and
coarse of weak to extremely weak grey
Moderately to Highly Weathered Basalt. HIGHLY
TO COMPLETELY WEATHERED BASALT.
Dark brown slightly gravelly high plas city Silty
CLAY. Gravels are sub-angular coarse and
medium of extremely weak grey with brown
discolora ons Highly Weathered Basalt.
COMPLETELY WEATHERED BASALT.
Very s dark brown gravelly high to medium
plas city Silty CLAY. Gravels are sub-angular to
angular medium and coarse of weak grey
WEATHERED BASALT.
Firm dark brown slightly gravelly high plas city
Silty CLAY. Gravels are sub-angular coarse and
ne of extremely weak grey with brown
Continued on Next Page
Legend
Depth
(m)
0.50
4.60
6.76
8.00
9.00
Eleva
on
(m
amsl)
329.56
325.46
323.30
322.06
321.06
Depth
of
Water
Srikes
Sample
/
In
Situ
Test
SPTLS
SPTLS
U
SPTLS
SPTLS
U
N
Value
(10)
(9)
(11)
(40)
Recovery
(cm)
43
45
32
45
0
45
Coring
Core
Run
1.00
1.50
2.00
2.50
3.00
3.50
4.00
5.00
5.50
6.00
6.50
7.55
8.00
8.50
9.00
10.00
TCR
(%)
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
SCR
(%)
RQD
(%)
FI
Installa
on
Casing
Depth
Drilling
DC-52mm
BOREHOLE No. : CH 1
SITE : Trianon
Drilling Rig : Abyss 50 Na onal Grid Coordinates Start Date : 24/06/2020
Casing Diameter : N : 7759777.44 End Date : 26/06/2020
Borehole Diameter : 76mm E : 551459.619 Final Depth : 15.00m
Core Diameter : 52mm Ground Level : 330.065m amsl Water Depth : 10.82m
Legend : U : Undisturbed Tube Sample
D : Disturbed Sample
RU : Refusal at Jacking of U Sampler
R : (SPT) Refusal
C : (SPT) Solid Cone
S : (SPT) Split Spoon
NI : Non Intact
: Water Strike
DC : Dry Coring
WD : Water Drilling
M : Mazier Sample
: Water Rose To
Logged by : SN
Drillers : Berty Coralie
Checked by : TV
Sheet : 1 of 2

Scale
(m)
10.5
11.0
11.5
12.0
12.5
13.0
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
COMPLETELY WEATHERED BASALT TO RESIDUAL
SOIL.
Grey sub-angular coarse and medium weak to
extremely weak Moderately to Highly
Weathered Basalt Silty Sandy GRAVEL with high
cobble content. Silty Sand is brown low
plas city. Cobbles are sub-angular of medium
strong to weak grey Moderately Weathered
Basalt. MODERATELY WEATHERED BASALT.
CLAY. Gravels are sub-angular coarse and ne of
extremely weak grey with brown discolora ons
Highly Weathered Basalt. COMPLETELY
WEATHERED BASALT.
Brown very gravelly medium plas city Silty CLAY.
Gravels are coarse and medium of weak to
extremely weak grey Moderately to Highly
Weathered Basalt. HIGHLY WEATHERED BASALT.
End of Borehole at 15.00m
Legend
Depth
(m)
11.78
13.00
14.67
15.00
Eleva
on
(m
amsl)
318.29
317.06
315.40
315.06
Depth
of
Water
Srikes
10.82
Sample
/
In
Situ
Test
SPTLS
SPT (R)
SPTLS
N
Value
(14)
Recovery
(cm)
45
20
45
Coring
Core
Run
10.50
12.00
12.25
12.45
13.50
14.00
15.00
TCR
(%)
100
100
100
100
100
100
100
SCR
(%)
RQD
(%)
FI
Installa
on
Casing
Depth
Drilling
BOREHOLE No. : CH 1
SITE : Trianon
R : (SPT) Refusal
NI : Non Intact
: Water Strike
DC : Dry Coring
WD : Water Drilling
M : Mazier Sample
: Water Rose To
Logged by : SN
Checked by : TV
Sheet : 2 of 2

Scale
(m)
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
Very s dark brown to brown very gravelly high
to medium plas city Silty CLAY with medium
cobble content and low boulder content.
Gravels are sub-angular coarse and medium of
weak grey with black and brown discolora ons
vesicular Moderately Weathered Basalt. Cobbles
are sub-rounded of medium strong grey
vesicular Moderately Weathered Basalt.
Boulders are sub-rounded to rounded of
medium strong to strong grey vesicular
WEATHERED BASALT.
COMPLETELY WEATHERED BASALT.
S dark brown gravelly high plas city Silty
CLAY. Gravels are sub-angular coarse and
medium of weak grey Moderately Weathered
Basalt. HIGHLY WEATHERED BASALT.
Very s brown to dark brown gravelly medium
to high plas city Silty CLAY. Gravels are sub-
angular coarse and medium of extremely weak
to weak grey Highly to Moderately Weathered
Basalt. COMPLETELY TO HIGHLY WEATHERED
Continued on Next Page
Legend
Depth
(m)
0.30
5.00
7.50
8.80
Eleva
on
(m
amsl)
330.35
325.65
323.15
321.85
Depth
of
Water
Srikes
Sample
/
In
Situ
Test
U
SPTLS
U
SPTLS
SPTLS
SPTLS
N
Value
(56)
(35)
(13)
(31)
(37)
Recovery
(cm)
30
22
50
21
33
39
Coring
Core
Run
1.00
1.50
2.00
2.50
3.00
4.00
5.00
5.50
6.00
7.00
7.50
8.00
9.00
9.50
10.00
TCR
(%)
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
SCR
(%)
RQD
(%)
FI
Installa
on
Casing
Depth
7.0m Drilling
DC-52mm
WD-52mm
DC-52mm
BOREHOLE No. : CH 2
SITE : Trianon
Casing Diameter : 114mm N : 7759711.72 End Date : 29/06/2020
Borehole Diameter : 114,76mm E : 551499.314 Final Depth : 15.00m
R : (SPT) Refusal
NI : Non Intact
: Water Strike
DC : Dry Coring
WD : Water Drilling
M : Mazier Sample
: Water Rose To
Logged by : SN
Checked by : T V
Sheet : 1 of 2

Scale
(m)
10.5
11.0
11.5
12.0
12.5
13.0
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
Very s brown to dark brown gravelly medium
to high plas city Silty CLAY. Gravels are sub-
angular coarse and medium of extremely weak
BASALT.
CLAY. Gravels are sub-angular coarse and ne of
extremely weak grey with brown discolora ons
Highly Weathered Basalt. COMPLETELY
WEATHERED BASALT.
Very s dark brown gravelly medium to high
plas city Silty CLAY with high boulder content.
Gravels are sub-angular to angular of weak grey
Moderately Weathered Basalt. Boulders are sub-
rounded of medium strong to strong grey
WEATHERED BASALT.
Legend
Depth
(m)
10.45
11.50
15.00
Eleva
on
(m
amsl)
320.20
319.15
315.65
Depth
of
Water
Srikes
11.67 Sample
/
In
Situ
Test
SPTLS
N
Value
(56)
Recovery
(cm)
45
Coring
Core
Run
11.00
11.50
12.00
12.89
14.32
15.00
TCR
(%)
100
100
100
100
100
100
SCR
(%)
RQD
(%)
FI
Installa
on
Casing
Depth
Drilling
WD-52mm
DC-52m
m
BOREHOLE No. : CH 2
SITE : Trianon
Casing Diameter : 114mm N : 7759711.72 End Date : 29/06/2020
Borehole Diameter : 114,76mm E : 551499.314 Final Depth : 15.00m
R : (SPT) Refusal
NI : Non Intact
: Water Strike
DC : Dry Coring
WD : Water Drilling
M : Mazier Sample
: Water Rose To
Logged by : SN
Checked by : T V
Sheet : 2 of 2

Scale
(m)
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
So dark brown very gravelly high to medium
plas city Silty CLAY with low cobble content.
Gravels are sub-angular coarse and medium of
weak grey with black and brown discolora ons
vesicular Moderately Weathered Basalt. Cobbles
are sub-rounded of medium strong grey
vesicular Moderately Weathered Basalt. HIGHLY
WEATHERED BASALT.
Very s dark brown to brown slightly gravelly
high to medium plas city Silty CLAY. Gravels are
sub-angular coarse and ne of extremely weak
BASALT.
Legend
Depth
(m)
0.47
2.87
6.00
Eleva
on
(m
amsl)
327.26
324.86
321.73
Depth
of
Water
Srikes
3.59
Sample
/
In
Situ
Test
SPTLS
U
SPTLS
N
Value
(7)
Recovery
(cm)
40
50
45
Coring
Core
Run
0.80
1.50
2.00
3.50
4.00
4.50
5.00
6.00
TCR
(%)
100
100
100
100
100
100
100
100
SCR
(%)
RQD
(%)
FI
Installa
on
Casing
Depth
Drilling
DC-52mm
BOREHOLE No. : CH 3
SITE : Trianon
R : (SPT) Refusal
NI : Non Intact
: Water Strike
DC : Dry Coring
WD : Water Drilling
M : Mazier Sample
: Water Rose To
Logged by : SN
Checked by : TV
Sheet : 1 of 1

Appendix D Borehole Photographs

GEOTECHNICAL INVESTIGATION WORKS FOR RIVER
CH 1
Page 1 of 2
SITE: TRIANON
CLIENT: GROVE PARK DEVELOPMENT LTD
CONTRACT No.: OPG 20054 GRO
CORE HOLE DEPTH: 0.00m – 10.00m
DEPTH: 0.00m – 5.00m
DATE: 24.06.20
Core Run:
0.00m – 1.00m
1.00m – 1.50m
1.50m – 2.00m
2.00m – 2.50m
2.50m – 3.00m
3.00m – 3.50m
3.50m – 4.00m
4.00m – 5.00m
DEPTH: 5.00m – 10.00m
DATE: 24.06.20
Core Run:
5.00m – 5.50m
5.50m – 6.00m
6.00m – 6.50m
6.50m – 7.55m
7.55m – 8.00m
8.00m – 8.50m
8.50m – 9.00m
9.00m – 10.00m
S.P.T 1:
1.50m – 2.00m
Penetration:
000-150mm = 3
150-225mm = 2
225-300mm = 2
300-375mm = 3
375-450mm = 3
N Value = 10
Recovery = 43cm
S.P.T 2:
3.50m – 4.00m
Penetration:
000-150mm = 2
150-225mm = 2
225-300mm = 3
300-375mm = 2
375-450mm = 2
N Value = 9
Recovery = 45cm
S.P.T 3:
6.00m – 6.50m
Penetration:
000-150mm = 4
150-225mm = 2
225-300mm = 3
300-375mm = 3
375-450mm = 3
N Value = 11
Recovery = 45cm
S.P.T 4:
8.00m – 8.50m
Penetration:
000-150mm = 10
150-225mm = 16
225-300mm = 8
300-375mm = 7
375-450mm = 9
N Value = 30
Recovery = 45cm
Pressuremeter Test
Depth:
1. 3.00m
Pressuremeter Test
Depth:
2. 6.00m
3. 9.00m
U2 Samples:
1. Depth: 5.50m – 6.00m
Recovery: 32cm
2. Depth: 8.00m – 8.50m
Recovery: Refusal

CH 1
Page 2 of 2
SITE: TRIANON
CORE HOLE ENDS AT 15.00m
DEPTH: 10.00m – 15.00m
DATE: 25.06.20 – 26.06.20
Core Run:
10.00m – 10.50m
10.50m – 12.00m
12.00m – 12.25m
12.25m – 12.45m
12.45m – 13.50m
13.50m – 14.00m
14.00m – 15.00m
S.P.T 5:
12.25m – 12.45m
Penetration:
000-150mm = 35
150-225mm = -
225-300mm = 50
300-375mm = 2
375-450mm = 0
N Value = >51
Recovery = 20cm
S.P.T 6:
13.50m – 14.00m
Penetration:
000-150mm = 13
150-225mm = 6
225-300mm = 5
300-375mm = 6
375-450mm = 6
N Value = 23
Recovery = 45cm
Pressuremeter Test
Depth:
4. 12.00m

CH 2
Page 1 of 2
SITE: TRIANON
DEPTH: 0.00m – 5.00m
DATE: 23.06.20
Core Run:
0.00m – 1.00m
1.00m – 1.50m
1.50m – 2.00m
2.00m – 2.50m
2.50m – 3.00m
3.00m – 4.00m
4.00m – 5.00m
DEPTH: 5.00m – 10.00m
DATE: 24.06.20
Core Run:
5.00m – 5.50m
5.50m – 6.00m
6.00m – 7.00m
7.00m – 7.50m
7.50m – 8.00m
8.00m – 9.00m
9.00m – 9.50m
9.50m – 10.00m
S.P.T 1:
2.00m – 2.50m
Penetration:
000-150mm = 20
150-225mm = 19
225-300mm = 16
300-375mm = 12
375-450mm = 6
N Value = 56
Recovery = 22cm
S.P.T 2:
5.50m – 6.00m
Penetration:
000-150mm = 3
150-225mm = 3
225-300mm = 3
300-375mm = 3
375-450mm = 4
N Value = 13
Recovery = 21cm
S.P.T 3:
7.50m – 8.00m
Penetration:
000-150mm = 7
150-225mm = 5
225-300mm = 6
300-375mm = 7
375-450mm = 13
N Value = 31
Recovery = 33cm
S.P.T 4:
9.50m – 10.00m
Penetration:
000-150mm = 10
150-225mm = 6
225-300mm = 9
300-375mm = 9
375-450mm = 13
N Value = 37
Recovery = 39cm
Pressuremeter Test:
Depth:
1. 9.00m
U2 Samples:
1. Depth: 1.50m – 2.00m
Recovery: 30cm
U2 Samples:
2. Depth: 5.00m – 5.50m
Recovery: Full

CH 2
Page 2 of 2
SITE: TRIANON
DEPTH: 10.00m – 15.00m
DATE: 24.06.20
Core Run:
10.00m – 11.00m
11.00m – 11.50m
11.50m – 12.00m
12.00m – 12.89m
12.89m – 14.32m
14.32m – 15.00m
S.P.T 5:
11.50m – 12.00m
Penetration:
000-150mm = 10
150-225mm = 11
225-300mm = 14
300-375mm = 10
375-450mm = 21
N Value = 56
Recovery = 45cm
Pressuremeter Test:
Depth:
2. 12.00m

CH 3
Page 1 of 1
SITE: TRIANON
DEPTH: 00.00m – 5.00m
DATE: 29.06.20
Core Run:
0.00m – 0.80m
0.80m – 1.50m
1.50m – 2.00m
2.00m – 3.50m
3.50m – 4.00m
4.00m – 4.50m
4.50m – 5.00m
DEPTH: 5.00m – 6.00m
DATE: 29.06.20
Core Run:
5.00m – 6.00m
S.P.T 1:
1.50m – 2.00m
Penetration:
000-150mm = 4
150-225mm = 1
225-300mm = 2
300-375mm = 2
375-450mm = 2
N Value = 7
Recovery = 40cm
S.P.T 2:
4.00m – 4.50m
Penetration:
000-150mm = 7
150-225mm = 5
225-300mm = 5
300-375mm = 14
375-450mm = 11
N Value = 35
Recovery = 45cm
Pressuremeter Test:
Depth:
1. 3.00m
Pressuremeter Test:
Depth:
2. 5.50m

Appendix E Laboratory Schedule

Contract:
Location:
Client:
Engineer: Date:
C0211 C0241 C0223 C0231
Trial Pits Sample Type Quantity Sample Top (m) Sample Bottom (m)
Natural Moisture
Content
Atterberg Limits
Particle Size
Distribution (PSD)
(Hydrometer)
Specific Gravity
LB 2 1 1 1
SB 2 1
LB 2 1 1 1
SB 2 1
2 2 2 2
Gets Code:
TP 3
NOTATION U=Undisturbed, P=Piston, SB= Small Bulk Disturbed, LB = Large Bulk Disturbed, C=Core Sample, W=Water, SPT = Standard Penetration Test Sample, M = Mazier Sample.
TP 1 0.40 2.50
Total test scheduled
0.30 2.80
Geotechnical Investigations at Trianon
Trianon
Sulayman Nawoor 15.06.2020

Contract:
Location:
Client:
Engineer: Date:
C0211 C0241 C0223 C0231
Trial Pit/ Corehole Sample Type Quantity Sample Top (m) Sample Bottom (m)
Natural Moisture
Content
Atterberg Limits
Particle Size
Distribution (PSD)
(Hydrometer)
Specific Gravity
SB 2
LB 1
2 2 2 2
Gets Code:
TP 4
CH 1 4.60 6.76
Corebox 1
0.30 2.50
Trianon
1 (SPT) 1
1 1 1 1
1
1

Contract:
Location:
Client:
Engineer: Date:
C0428
Corehole Sample Type Quantity Sample Top (m) Sample Bottom (m)
One Dimensional
Consolidation
(Oedometer - 8
loadings)
2
Gets Code:
CH 2
CH 1 5.50 6.00
U2 1
U2 1
5.00 5.50
Trianon
1
1

GETS2020-083-01-MC GETS/LQMS/DOC/059Issue 2 Rev 0
GEOTECHNICAL SERVICES LIMITED
-TEST REPORT-
MOISTURE CONTENT
Client: Water Research Co. Ltd
Project:
Geotechnical Investigation at
Trianon
Location: Trianon
Date of request: 15/06/2020
Test Method:
In accordance with BS 1377-
2:1990 Section 3.2
Test Start Date: 15/06/2020
Report Date: 02/07/2020
Test Report No: GETS2020-083-01-MC
Test End Date Gets Sample Reference
Client
Reference
Depth (m) Sample Description
Average Moisture
Content (%)
16/06/2020 CM/2020/0524 TP 1 0.40-2.50
high plasticity very sandy
and silty GRAVEL
33
and silty GRAVEL
43
………………………………….. …………………………….
Dr. Emilio Saldivar
Laboratory Technician General Manager
*Remarks: Test samples was taken from small bags.
Note: The results are produced to the best of our knowledge with the test method on the sample submitted by the Client. However
the organisation bears no responsibility whatsoever for misinterpretation and misuse of the contents of the results. Results cannot
be reproduced partially or fully without written permission from GETS Laboratory.
Geotechnical Services Ltd, Trunk Road, st Jean, Quatres Bornes, Tel: 466 7526/27, Fax: 466 7067, www.gets.mu Page 1 of 1
16/06/2020 CM/2020/0525 TP 3 0.30-2.80 high plasticity very sandy

GETS-095-01-MC GETS/LQMS/DOC/059Issue 2 Rev 0
-TEST REPORT-
MOISTURE CONTENT
Project:
Geotechnical Investigation at
Trianon
Location: Trianon
Test Method:
In accordance with BS 1377-
2:1990 Section 3.2
Test Report No: GETS2020-095-01-MC
Test End Date Gets Sample Reference
Client
Reference
Average Moisture
Content (%)
09/07/2020 CM/2020/0647 CH 1 4.60-6.76
high plasticity slightly
sandy and gravelly SILT
42
09/07/2020 CM/2020/0648 TP 4 0.30-2.50
high plasticity silty and
sandy GRAVEL
43
………………………………….. …………………………….
Dr. Emilio Saldivar
*Remarks: Test samples TP 4 was taken from small bag and for CH 1 from corebox.

GETS2020-083-02 GETS/LQMS/DOC/059
Issue 2 Rev 0
-TEST REPORT-
ATTERBERG LIMITS
Client: Water Research Co.Ltd
Project:
Geotechnical Investigation
at Trianon
Location: Trianon
Test Method: BS 1377-2:1990 4.3/5.3/5.4
Test Report No: GETS2020-083-02
Test End
Date
Gets Sample Reference
Client
Reference
Plastic
Limit (%)
Liquid
Limit (%)
Plasticity
Index (%)
26/06/2020 CM/2020/0524 TP1 0.40-2.50
high plasticity very
sandy and silty GRAVEL
44 65 20
sandy and silty GRAVEL
37 65 28
*Remarks: Material passing 425 µm sieve was tested.
…………………………………………….. …………………………………..
Ruwaydah Kurrimboccus Dr. Emilio Saldivar
-End of Test Report-
26/06/2020 CM/2020/0525 TP3 0.30-2.80 high plasticity very

GETS2020-095-02-ATT GETS/LQMS/DOC/059
Issue 2 Rev 0
-TEST REPORT-
ATTERBERG LIMITS
Project:
Geotechnical Investigation
at Trianon
Location: Trianon
Test Method: BS 1377-2:1990 4.3/5.3/5.4
Test Report No: GETS2020-095-02-ATT
Test End
Date
Gets Sample Reference
Client
Reference
Plastic
Limit (%)
Liquid
Limit (%)
Plasticity
Index (%)
14/07/2020 CM/2020/0647 CH 1 4.65-6.76
high plasticity slightly
sandy and gravelly SILT
39 53 14
10/07/2020 CM/2020/0648 TP 4 0.30-2.50
high plasticity silty and
sandy GRAVEL
45 68 23
*Remarks: Material passing 425 µm sieve was tested.
…………………………………………….. …………………………………..
Dr. Emilio Saldivar

Issue 1 Rev 0
-TEST REPORT-
Client: Water Research Co. Ltd Sample Type Large Bag
Project: Geotechnical Investigation at Trianon Gets Sample Ref: CM/2020/0524
Location: Trianon Client Reference: TP 1
Date of Request: 15/06/2020 Depth (m): 0.40 - 2.50
Test Method: In accordance with BS 1377-2: 1990 9.2/9.3/9.5
Report Date: 03/07/2020 RESULTS
Test Report No: GETS2020-083-03 Sieve Size mm Mass Retained, g % Retained Cum. % Passing
75 1479.0 5.0 95.0
63 0.0 0.0 95.0
50 1364.0 4.6 90.4
37.5 1659.0 5.6 84.8
28 1687.0 5.7 79.1
20 2522.0 8.5 70.5
14 411.0 1.4 69.1
10 1498.2 5.1 64.1
6.3 1436.2 4.9 59.2
5 858.3 2.9 56.3
3.35 1088.9 3.7 52.6
2 1216.7 4.1 48.5
1.18 2309.5 7.8 40.7
0.6 1829.9 6.2 34.5
0.425 635.5 2.2 32.3
0.3 511.0 1.7 30.6
0.212 356.4 1.2 29.4
0.15 353.8 1.2 28.2
0.063 768.5 2.6 25.6
0.0397 24.8
0.0285 21.1
0.0203 19.3
……………………………… ……………………… 0.0144 17.9
Ruwaydah Kurrimboccus Dr Emilio Saldivar 0.0103 13.3
Laboratory Technician General Manager 0.0054 9.2
0.0022 3.7
0.0020 2.8
0.0008 1.8
PARTICLE SIZE DISTRIBUTION (HYDROMETER METHOD)
Note: The results are produced to the best of our knowledge with the test method on the sample submitted by the Client. However the organisation bears no
responsibility whatsoever for misinterpretation and misuse of the contents of the results. Results cannot be reproduced partially or fully without written
permission from GETS Laboratory.
GRAVEL
SAND
SILT
CLAY
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1 10 100
Percentage
Passing
Particle Size (mm)
Geotechnical Services Ltd, Trunk Road, St Jean, Quatre Bornes, Tel: 4667526/27, Fax: 4667067, www.gets.mu Page 1 of 1

Issue 1 Rev 0
-TEST REPORT-
RESULTS
Test Report No: GETS2020-083-04 Sieve Size mm Mass Retained, g % Retained Cum. % Passing
75 0.0 0.0 100.0
63 0.0 0.0 100.0
50 871.0 3.6 96.4
37.5 1488.0 6.1 90.4
28 1633.0 6.7 83.7
20 2334.0 9.5 74.1
14 1164.1 4.8 69.4
10 1454.1 5.9 63.4
6.3 1170.4 4.8 58.6
5 503.0 2.1 56.6
3.35 905.2 3.7 52.9
2 1001.3 4.1 48.8
1.18 1465.9 6.0 42.8
0.6 1507.8 6.2 36.6
0.425 626.0 2.6 34.1
0.3 584.6 2.4 31.7
0.212 474.4 1.9 29.7
0.15 486.1 2.0 27.7
0.063 1222.8 5.0 22.7
0.0390 20.9
0.0277 20.0
0.0197 18.3
……………………………… ……………………… 0.0140 16.6
Ruwaydah Kurrimboccus Dr Emilio Saldivar 0.0100 15.3
0.0027 7.2
0.0019 5.1
0.0008 0.4
GRAVEL
SAND
SILT
CLAY
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1 10 100
Percentage
Passing
Particle Size (mm)
Client: Water Research Co. Ltd Sample Type Large bag
Project: Geotechnical Investigation at Trianon Gets Sample Ref: CM/2020/0525

Issue 1 Rev 0
-TEST REPORT-
Client: Water Research Co.Ltd Sample Type Corebox
Project: Geotectnical investigation at Trianon Gets Sample Ref: CM/2020/0647
Location: Trianon Client Reference: CH 1
Date of Request: 03/07/2020 Depth (m): 4.60 -6.76
Test Report No: GETS2020-095-03-PSD Sieve Size mm Mass Retained, g % Retained Cum. % Passing
75 0.0 0.0 100.0
63 0.0 0.0 100.0
50 0.0 0.0 100.0
37.5 0.0 0.0 100.0
28 0.0 0.0 100.0
20 0.0 0.0 100.0
14 38.6 2.0 98.0
10 42.9 2.2 95.8
6.3 71.2 3.6 92.2
5 64.6 3.3 88.9
3.35 64.3 3.3 85.6
2 94.1 4.8 80.8
1.18 159.2 8.1 72.7
0.6 131.1 6.7 66.0
0.425 53.6 2.7 63.3
0.3 55.1 2.8 60.5
0.212 45.7 2.3 58.1
0.15 83.5 4.3 53.9
0.063 104.2 5.3 48.6
0.0426 40.1
0.0303 37.0
0.0216 31.8
……………………………… ……………………… 0.0153 28.8
Dr Emilio Saldivar 0.0110 22.6
0.0029 3.1
0.0021 2.1
0.0008 1.0
GRAVEL
SAND
SILT
CLAY
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1 10 100
Percentage
Passing
Particle Size (mm)

Issue 1 Rev 0
-TEST REPORT-
Client: Water Research Co.Ltd Sample Type Large Bag
Project: G.I at Trianon Gets Sample Ref: CM/2020/0648
Test Report No: GETS2020-095-04-PSD Sieve Size mm Mass Retained, g % Retained Cum. % Passing
75 0.0 0.0 100.0
63 0.0 0.0 100.0
50 1519.0 9.7 90.3
37.5 1487.0 9.5 80.8
28 1197.0 7.6 73.2
20 1672.0 10.7 62.5
14 193.2 1.2 61.3
10 395.4 2.5 58.8
6.3 658.7 4.2 54.6
5 427.5 2.7 51.8
3.35 438.1 2.8 49.0
2 461.3 2.9 46.1
1.18 554.8 3.5 42.6
0.6 604.0 3.9 38.7
0.425 282.7 1.8 36.9
0.3 302.0 1.9 35.0
0.212 270.3 1.7 33.3
0.15 304.1 1.9 31.3
0.063 663.4 4.2 27.1
0.0391 25.1
0.0279 22.2
0.0199 20.2
……………………………… ……………………… 0.0142 17.7
Dr Emilio Saldivar 0.0101 15.8
0.0027 5.4
0.0019 4.9
0.0008 2.0
GRAVEL
SAND
SILT
CLAY
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1 10 100
Percentage
Passing
Particle Size (mm)

Issue 1 Rev 0
-TEST REPORT-
SPECIFIC GRAVITY
Project Geotechnical Investigation at Trianon
Location: Trianon
Test Method:
In accordance with BS 1377-2:1990 Section
8.2
Test Report No: GETS2020-083-05
GETS Sample
Reference
Sample Description Client Reference Depth (m) Specific Gravity
CM/2020/0524 high plasticity very sandy and silty GRAVEL TP 1 0.40-2.50 2.78
…………………………….. …………………………….
Kurrimboccus Ruwaydah Dr Emilio Saldivar
Note: The results are produced to the best of our knowledge with the test method on the sample submitted by the Client. However the
organisation bears no responsibility whatsoever for misinterpretation and misuse of the contents of the results. Results cannot be
reproduced partially or fully without written permission from GETS Laboratory.
CM/2020/0525 high plasticity very sandy and silty GRAVEL TP 3 0.30-2.80 2.87

GETS2020-095-05-SG GETS/LQMS/DOC/059
Issue 1 Rev 0
-TEST REPORT-
SPECIFIC GRAVITY
Project Geotechnical Investigation at Trianon
Location: Trianon
Test Method:
In accordance with BS 1377-2:1990 Section
8.2
Test Report No: GETS2020-095-05-SG
GETS Sample
Reference
Sample Description Client Reference Depth (m) Specific Gravity
CM/2020/0647
high plasticity slightly sandy and gravelly
SILT
CH 1 4.60-6.76 2.66
CM/2020/0648 high plasticity silty and sandy GRAVEL TP 4 0.30-2.50 2.90
…………………………….. …………………………….
Dr Emilio Saldivar
Note: The results are produced to the best of our knowledge with the test method on the sample submitted by the Client. However the
organisation bears no responsibility whatsoever for misinterpretation and misuse of the contents of the results. Results cannot be
reproduced partially or fully without written permission from GETS Laboratory.

Appendix G Pressuremeter Results

Chantier Forage
Profondeur
(m)
pf
(MPa)
plm
(MPa)
EM
(MPa)
shs
(MPa)
p*lm
(MPa)
E/plm E/p*lm
Etmax
(Mpa)
p1
(Mpa)
p2
(Mpa)
Référence de
l'essai
Référence du
calibrage
Référence de
l'étalonnage
Date et heure
Méthode de
forage
Type de
sonde
Nb de points
mesurés
Pmax
(MPa)
Vmax
(cm
3
)
P différentielle
utilisée
P différentielle
théorique
1 CH 1 3.00 0.75 1.71 23.3 0.027 1.69 13.6 13.8 50.7 0.13 0.57 ES200626.06 CA200626.02 ET200626.01 26/6/20 14:08 Carottier 60-gc375 11 1.51 635.0 -0.024 -0.085
Paramètres
annexes
Références de l'essai Conditions de l'essai
Numéro
de feuille
Excel
Informations sur l'essai
Paramètres
complémentaires
Paramètres
fondamentaux

OPG 20054 GRO -Geotechnical Investigation Works for River Park Residences at Trianon - Final.pdf

OPG 20054 GRO -Geotechnical Investigation Works for River Park Residences at Trianon - Final.pdf

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