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Report to Johannesburg Development Agency (Pty) Ltd on
the Results of a Shallow Geotechnical Investigation for the
Proposed Central Fire station, Johannesburg, Gauteng
Geotechnical Engineering Services
Engineering Geology
Environmental and Groundwater
Pile Integrity Testing
SANAS Accredited Soil & Rock Laboratory
Earthworks/Materials Supervision & Control
Geotechnical Monitoring Systems
Road Pavement Materials and Design
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Reference: 015-18.R01
Dated: 20 February 2018
Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
Report to Johannesburg Development Agency (Pty)
Ltd on the Results of a Shallow Geotechnical
Investigation for the Proposed Central Fire station,
Johannesburg, Gauteng
Reference : 015-18.R01
Dated : 20 February 2018
GEOSURE (PTY) LTD Geotechnical, Environmental & Groundwater Engineering Consultants
Civil Engineering Soils Laboratory
Head Office & Laboratory
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Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
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Durban
South Africa
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Document Control
Report Title Report to Johannesburg Development Agency (Pty) Ltd on the Results of a
Shallow Geotechnical Investigation for the Proposed Central Fire station,
Johannesburg, Gauteng Report Reference 015-18.R01 Responsible Person Ms. J. Jacobs
Client Name Johannesburg
Development Agency
Client Contact Details
Revision Date Revision Details/Status Author Reviewer
0 20/02/2018 Geotechnical report with
recommendations Mr N. Govender Mr F. Smith
Current Revision
0
Approval
Author Signature
Reviewer Signature
Name Nishen Govender
Pr. Sci. Nat Name
Francis Smith
Pr. Sci. Nat
Title Technical Manager Title Associate
Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
Abbreviations and definitions
Abbreviation Definition
AASHTO American Association of State Highway and Transportation
CBR California Bearing Ratio
DCP Dynamic Cone Penetrometer
E East
EGL existing ground level
Geosure Geosure (Pty) Ltd
GM grading modulus
IMC insitu moisture content
IP inspection pit
JDA Johannesburg Development Agency
JMPD Johannesburg Metropolitan Police Department
k Coefficient of Permeability
kN/m2 kilonewtons per metre square
LL liquid limit
LS linear shrinkage
m metre (s)
MDD maximum dry density
mm millimetre
No. number
N North
OMC optimum moisture content
PI plasticity index
SANS South African National Standards
S South
TLB Tractor Loader Backhoe
TRH Technical Recommendations for Highways (1985)
Unified Soil Classification
GC Clayey GRAVEL
SC Clayey sands to sandy silt mixtures
SM Sandy silts and sand-silt mixtures
SP Poorly graded SAND
Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
Report to Johannesburg Development Agency (Pty) Ltd on the
Results of a Shallow Geotechnical Investigation for the Proposed
Central Fire station, Johannesburg, Gauteng
Reference: 015-18.R01 Date: 20 February 2018
TABLE OF CONTENTS
1. TERMS OF REFERENCE ............................................................................................................................. 1
2. SCOPE OF REPORT ...................................................................................................................................... 1
3. GUIDELINES FOR INVESTIGATION ........................................................................................................ 1
4. INFORMATION USED .................................................................................................................................. 2
5. SITE DESCRIPTION ...................................................................................................................................... 2
6. FIELDWORK .................................................................................................................................................. 4
6.1 TERRAIN RECONNAISSANCE .......................................................................................................................... 4 6.2 INSPECTION PITS ............................................................................................................................................ 4 6.3 DYNAMIC CONE PENETROMETER LIGHT (DPL) TESTS .................................................................................. 5
7. INFERRED GEOLOGY AND ANTICIPATED SUBSURFACE CONDITIONS ..................................... 5
8. GROUNDWATER ........................................................................................................................................... 8
9. LABORATORY TESTING ............................................................................................................................ 8
10. DISCUSSION ..................................................................................................................................................10
10.1 PROPOSED DEVELOPMENT ............................................................................................................................10 10.2 UNDERMINING ACTIVITY BENEATH THE SITE ...............................................................................................10 10.3 MATERIAL CLASSIFICATION AND RECOMMENDATIONS FOR USAGE .............................................................10 10.4 EXCAVATION CHARACTERISTICS ..................................................................................................................11 10.5 GENERAL EARTHWORKS ...............................................................................................................................11 10.6 FOUNDING CONDITIONS ................................................................................................................................12 10.7 FOUNDATION RECOMMENDATIONS FOR THE FIRE STATION ..........................................................................12
10.7.1 Reinforced Concrete Strip Footings on Improved Ground ......................................................................13 10.7.2 Reinforced Concrete Raft on Improved Ground ......................................................................................13
10.8 FOUNDATION RECOMMENDATIONS FOR THE TOWER ....................................................................................14 10.9 DRAINAGE ....................................................................................................................................................14
11. SUPPLEMENTARY GEOTECHNICAL INVESTIGATION FOR THE PROPOSED TOWER
STRUCTURE ANCHORING POINTS ........................................................................................................15
12. SUMMARY AND OBSERVATIONS ...........................................................................................................15
13. REFERENCES ................................................................................................................................................16
Appendix A: Inspection Pit Profiles
Appendix B: Results of Dynamic Cone Penetrometer Light (DPL) Tests
Appendix C: Results of Laboratory Tests
Figure 1: Site Plan
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Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
Report to Johannesburg Development Agency (Pty) Ltd on the Results of
a Shallow Geotechnical Investigation for the Proposed Central Fire
station, Johannesburg, Gauteng
Reference: 015-18.R01 Date: 20 February 2018
1. TERMS OF REFERENCE
Geosure was requested by Johannesburg Development Agency (Pty) Ltd to provide a
proposal and cost estimate to carry out a geotechnical investigation for the construction of
the New Central Fire Station.
In this regard, JDA issued a tender document titled “A full geotechnical investigation for
the construction of the New Fire Station Project” and dated 27 July 2017.
Geosure completed the abovementioned tender document and submitted it to the Client
under cover of a letter dated 07 August 2017 and referenced p450-17 (New Central Fire
Station)/ng.
Subsequently, Geosure was appointed and authorised by JDA, hereafter referred to as “the
Client”, in a letter of appointment dated 03 January 2018 to proceed with the investigation
as proposed.
2. SCOPE OF REPORT
This report details the results of a shallow geotechnical investigation for the proposed New
Central Fire Station in Johannesburg, Gauteng.
The slope and subsurface conditions at the positions profiled on the site are described and
comment is made on the general stability of the site. Recommendations for earthworks,
drainage, materials excavatability, foundations, materials usage and comment regarding
any mining activity beneath the site, are made.
3. GUIDELINES FOR INVESTIGATION
The fieldwork for the investigation was carried out according to guidelines relevant to
geotechnical investigations of this nature.
The formation and weathering of geological materials are discontinuous processes and
unexpected variations in soil, rock and groundwater regimes may occur even on sites
where the conditions seem to be uniform or consistent. Variations in what is reported here
may become evident during construction and it is thus imperative that an appropriately
qualified and experienced Competent Person inspects all critical stages of development
including, but not limited to, excavations to assess the conditions encountered and to assist
in the interpretation of observations at variance with the information supplied in this report.
This report was prepared for use by the Client and their professional team for the purpose
stated and should not be relied upon for any other purpose.
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4. INFORMATION USED
The following information was referenced to assist with the fieldwork and preparation of
this report in the investigation:
i. A digital copy of a survey drawing no. AAM/12814A/01, titled “Topographic
Survey of Proposed Central Johannesburg Fire Station”, dated 02 August 2017
and prepared by Geomatics to a scale of 1:500;
ii. A 1:250 000 Regional Geological Map titled “2628 Eastrand”, dated 1986 and
published by the Council for Geoscience of South Africa; and
iii. Low resolution aerial imagery sourced from Google Earth (2018).
5. SITE DESCRIPTION
The site is located within the Johannesburg Central Business District at approximate
latitude and longitude 26.209913 S and 28.043734 E, respectively. Existing development
comprises an impound parking area which is managed by Johannesburg Metropolitan
Police Department (JMPD).
Two structures were observed on site, namely, a newly developed office block and a guard
house.
Significant rutting was observed along the parking areas with many areas being water
logged from recent rainfall activity. Palisade fencing surrounds the site with the JMPD
grounds forming the southern boundary and office blocks forming the northern and eastern
boundaries.
Topographically, the site is relatively flat to gently sloping towards the north, after a
significant infilling exercise to raise ground levels to their present levels.
Plate 1 overleaf provides an indication of the site locality whilst Plates 2 and 3 overleaf
provide a general view of the site.
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Plate 1: Locality Plan (sourced from Google Earth)
Plate 2: View of the site from the south showing the water logged areas on site
N
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Plate 3: View of the site from the west
6. FIELDWORK
The fieldwork for the investigation was carried out over the period 29 January 2018 to 02
February 2018 and comprised the following:
i. Terrain Reconnaissance;
ii. Inspection Pits; and
iii. Dynamic Cone Penetrometer Light (DPL) tests.
6.1 Terrain Reconnaissance
A walkover reconnaissance was carried out to gauge site accessibility, for the investigation
activities, and to map and photograph features of major geotechnical significance,
including general earthworks carried out, landform, surface geology and general drainage
patterns.
6.2 Inspection Pits
Twelve inspection pits, designated IP1 to IP12, were excavated using hand tools at the
approximate positions given in Figure 1, included at the end of this report. The inspection
pits were advanced to 1.2m below EGL. Thereafter, a hand auger was used to extend the
pits to refusal/final depths in the range 1.0m (IP11 refers) to 2.7m (IP1 refers) below EGL.
The inspection pits were profiled using the South African Geoterminology Guidelines
(Brink and Bruin, 2002). Disturbed samples were retrieved and the inspection pits were
reinstated on completion of profiling and sampling. Copies of the detailed profiles are
given in Appendix A.
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6.3 Dynamic Cone Penetrometer Light (DPL) Tests
Twelve Dynamic Cone Penetrometer Light (DPL) tests, designated DPL1 to DPL12, were
carried out at the approximate positions given in Figure 1, attached. The DPL tests were
advanced to refusal depths in the range 0.6m (DPL8 refers) to 3.6m (DPL7 refers).
The results of the DPL tests comprising plots of blow counts versus depth are given in
Appendix B.
7. INFERRED GEOLOGY AND ANTICIPATED SUBSURFACE
CONDITIONS
According to the 1:250 000 regional geological map of East Rand referenced “2628
Eastrand”, the general area of the site is underlain by quartzite and conglomerate of
Central Rand Group (Rjo). An extract of the above geological map is included below as
Plate 4.
Plate 4: Extract of Regional Geological Map of the Site (“2628 Eastrand”, by the Council for
Geoscience)
The materials observed from EGL on site at the positions profiled comprise a 100mm thick
layer of asphalt covering a thick sequence of fill material.
The following soil horizons in order of increasing depth have been observed in the
inspection pits excavated on site:
i. Fill Layer 1 - The fill layer can be described generally as slightly moist, light orange
brown to dark brown, medium dense to dense, coarse grained, clayey sandy
GRAVEL. This fill layer generally extends to approximate depths in the range 0.25m
(IP7 refers) to 0.4m (IP12 refers) below EGL.
ii. Fill Layer 2 - The fill layer can be described generally as slightly moist, reddish
orange brown, loose to medium dense, gravelly clayey SAND. This fill layer
!(Proposed Firestation Site
GISCOE
N
Key:
Pv – Vryheid Formation sandstone
Msy – Mokolian age syenite Ra – Feldspary porphyry of Klipriviers Group
Rj – Shale, quartzite, conglomerate of West Rand
Group
Rjo - Quarzite, conglomerate of Central Rand Group
Gold Mine
Gold Mine
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generally extends to approximate depths in the range 0.6m (IP7 refers) to 2.7m (IP3
refers) below EGL.
iii. Fill Layer 3 - The fill layer can be described generally as slightly moist, yellowish
brown, loose, slightly gravelly clayey SAND. This fill layer generally extends to
approximate depths in the range 0.8m (IP8 refers) to 1.9m (IP5 refers) below EGL.
iv. Fill Layer 4 - The fill layer can be described generally as slightly moist, orange
brown, loose to medium dense becoming dense with depth, gravelly clayey SAND to
gravelly SANDY CLAY. This fill layer generally extends to approximate depths in
the range 1.2m (IP4 refers) to 2.7m (IP1 refers) below EGL.
v. Fill Layer 5 - The fill layer can be described generally as slightly moist to moist,
dark grey, medium dense, gravelly SAND. This fill layer generally extended to an
approximate depth of 1.0m (IP4 refers) below EGL.
vi. Fill Layer 6 - The fill layer can be described generally as slightly moist, pale red,
dense, slightly clayey GRAVEL with rock fragments. This fill layer generally
extended to an approximate depth of 1.7m (IP8 refers) below EGL.
vii. Fill Layer 7 - The fill layer can be described generally as slightly moist, light brown
to dark grey, medium dense, SANDY GRAVEL. This fill layer generally extended to
an approximate depth of 0.6m (IP11 refers) below EGL.
viii. Fill Layer 8 - The fill layer can be described generally as slightly moist, yellowish
brown, medium dense, silty SAND with brick paving and boulders. This fill layer
generally extended to an approximate depth of 0.6m (IP11 refers) below EGL.
Plates 5 to 8 below and overleaf provide an indication of the typical subsoil encountered on
site.
Plate 5: Fill soils encountered in IP1
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Plate 6: Fill soils encountered in IP5
Plate 7: Fill soils encountered in IP9
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Plate 8: Fill soils encountered in IP11
8. GROUNDWATER
No groundwater seepage was observed in the inspection pits during this investigation.
Given the artificially raised nature of the site and the former lower ground elevations prior
to infilling to the present levels, there is the potential for a deep perched groundwater
condition associated with the former ground levels. This condition may be exacerbated by
climatic controls both during and after periods of rainfall.
Due cognisance of the potential for groundwater flows will need to be taken into account
during design and construction.
9. LABORATORY TESTING
The following laboratory tests were carried out on soil samples retrieved from the site:
Grading Analysis to 0,075mm sieve with Atterberg Limit Determinations;
Modified AASHTO tests;
California Bearing Ratio (CBR) tests;
Hydrometer Analysis; and
Falling head permeability testing.
The results of the laboratory tests are given in Appendix C and summarised in Table 1
overleaf.
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Table 1: Summary of Laboratory Test Results: Indicators, Atterburg Limits, Moisture Contents, Permeability and Material Classification
IP
N
o
.
Depth
(m)
Description
Particle Size %
Atterberg
Limits % OMC
(%) GM
MDD
kg/m3
CBR Values Swell
%
Insitu
Moisture
Content
%
Permeability
k (m/s)
Material
Code &
Classification Clay Silt Sand Gravel LL PI LS
Compaction MDD %
90 93 95 97 98 100
IP1 0.1-0.3 Light orange brown, sandy
GRAVEL – Fill.
14 18 68 22 8 3.5 5.8 2.3 2196 17 37 62 90 108 155 0 - - A-2-4 (0)
G5
GC
IP1 0.3-0.7
Reddish orange
brown, clayey
SAND – Fill.
32 41 27 20 7 3.0 8.1 1.37 2097 12 24 35 39 41 46 0.1 - -
A-2-4(0)
G7
SM-SC
IP1 0.7-1.7 Yellowish brown, slightly clayey
SAND – Fill.
30 62 8 18 5 2.5 2088 8.1 2088 8.1 14 20 26 29 36 0 - - A-2-4(0)
G9
SM-SC
IP1 1.7-2.7
Orange brown,
gravelly clayey SAND – Fill.
12 17 47 24 24 8 4.0 - 1.34 - - - - - - - - 16.0 -
A-2-4(0)
SC *Low
IP2 0.3-2.0 Reddish orange brown, clayey
SAND – Fill.
14 20 59 7 21 8 3.0 - 0.93 - - - - - - - - 9.7 7.39x10-6 A-4(0)
SC
*Low
IP3 0.3-2.7
Reddish orange
brown, clayey
SAND – Fill.
42 33 25 24 9 4.0 11.9 1.18 2031 3.3 6.5 10 14 17 23 1.3 - -
A-4(1)
G10
SC
IP5 0.1-0.3 Light orange brown, sandy
GRAVEL – Fill.
22 28 50 23 10 4.0 6.3 1.9 2116 12 19 27 39 48 72 0.2 - - A-2-4(0)
G7
GC
IP6 0.3-1.7
Yellowish brown,
slightly clayey SAND – Fill.
- - - - - - - - - - - - - - - - - 1.60X10-4 -
IP8 1.6-1.7 Pale red, gravelly
SAND – Fill. 4 7 51 38 18 5 2.0 - 1.99 - - - - - - - - 3.0 -
A-1-b(0) SP
*Low
LL - Liquid Limit OMC - Optimum Moisture Content *Low - Expansiveness According to van der Merwe (1964)
PI - Plasticity Index LS - Linear Shrinkage G7 - Classification in Terms of TRH14 (1985)
A-4(1) - AASHTO Classification - - Not tested MDD - Maximum Dry Density
IMC - Insitu Moisture Content SC - Unified Classification GM - Grading Modulus
k - Co efficient of Permeability
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10. DISCUSSION
10.1 Proposed Development
Information received by Geosure indicates that fire station and tower structures are
proposed for the site. Information supplied by the Engineers indicate that the fire station
and tower will have an approximate foundation load of 41 kN/m2 and 34kN/m
2,
respectively. No further structural details of the proposed building structures were made
available to Geosure at the time of preparation of this report.
Geosure will need to be given the opportunity to review the recommendations in this report
once detailed information regarding the design and layout of the proposed development is
available.
10.2 Undermining Activity beneath the Site
The geological map (refer to Plate 4) indicates at least three gold mines within close
proximity of the site.
Information supplied in electronic mail correspondence by the Administrative Department
of the Chamber of Mines on 21 February 2018, provides an indication that the Ferreira
Deep Gold Mines operates within the area. However, the Chamber of Mines has indicated
that the Council for Geoscience has the relevant information to confirm this activity.
Information regarding the current or abandoned mining activity and risks posed to the
environment was not available at the time of preparation of this report from the Council for
Geoscience.
10.3 Material Classification and Recommendations for Usage
The materials occurring on site have been classified in terms of the laboratory tests results.
The general assessment of these materials for use in the construction of fills has been based
on the results of the laboratory tests and the visual assessment made on site. The
characteristics of the materials and their suitability for use in construction is summarised in
Table 2 overleaf.
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Table 2: Field Characteristics of Materials and Recommended Usage (BS 6031, 1981)
Material Type
and
Laboratory
Test Number
USC &
(TRH14)
Drainage
Characteristics
Sh
rin
ka
ge
or
Sw
elli
ng
Pro
per
ties
Va
lue
as
a
Ro
ad
Fo
un
da
tio
n
Co
effi
cien
t o
f
Bu
lkin
g %
Recommended Usage
FILL
Sandy
GRAVEL
(T07482 and
T07488)
GC
(G5 to G7)
Practically
impervious Very slight Excellent
10 to
20
Good subgrade material,
can be used as a select fill
layer, subject to further
laboratory testing during
construction.
Clayey SAND
(T07483 and
T07484)
SM (G7)
Fair to
practically
impervious
Almost
none to
medium
Fair to
good 5 to 15
Clayey SAND
(T07487) SC (G7)
Practically
impervious Very slight
Good to
excellent 5 to 15
Clayey SAND
(T07489) SP Excellent
Almost
none
Fair to
good 5 to 15
10.4 Excavation Characteristics
It is considered that the fill soils will be easily excavatable to final depths of the field tests
carried out. These materials classify as SOFT in terms of SANS 1200 DA criteria which
can easily be removed by hand tools or a TLB of flywheel power approximately 0,10kW
per millimetre of tined bucket width.
It is recommended that a contingency amount be allowed for Intermediate and Hard
excavations to address potential anomalies such as rubble, pipe services and foundation
remnants.
10.5 General Earthworks
Although extensive site earthworks are unlikely due to the relatively level nature of the
site, specifications are provided below in the event that levelling for platforms is carried
out.
All earthworks should be carried out in a manner to promote stable development of the
site. It is recommended that earthworks be carried out along the guidelines given in SANS
1200 (current version).
Where natural ground slopes are steeper than 1 vertical to 6 horizontal (≥ 9 degrees), the
fill must be benched into the slope. Benches should be 0.5m deep and 2.0m wide.
Placement of fill layers should be undertaken in layers not exceeding 200mm thick when
placed loose and compacted using suitable compaction plant to achieve 93% of Modified
AASHTO maximum dry density within 1-2 percent (wet/dry) of Optimum Moisture
Content (OMC).
Terraces should be graded to direct water away from the fill edges, and small earth bunds
should be constructed along the crests of fills, to prevent overtopping and erosion of fill
embankment slopes. These bunds should be a minimum 450mm wide and 300mm high.
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Density control testing of placed fill material at regular intervals during fill construction as
part of process control construction is recommended as “best practice”.
Boulders larger than 200mm diameter or 2/3 of the layer thickness when loose should be
removed from the fill material as these could complicate the compaction works, and also
cause piping within fills. Furthermore, large boulders in fills could cause later problems
during construction of foundations.
Cut and fill slopes in soils may be formed to a batter of up to 1 vertical to 2 horizontal
(≤ 26 degrees) and to a height not greater than 1.5m where retaining walls are not
provided. Engineered fill slopes should be over constructed and thereafter trimmed back to
the required position.
Cut and fill heights greater than 1.5m would need to be inspected and approved by
geotechnical professional.
Sidewall collapse of excavations exceeding the above-mentioned configuration and not
battered back or shored is considered likely.
Workers should not enter any excavation deeper than 1.5 metres that is not shored or
battered back as specified above. Steeper batters can be considered but will be subject to
inspection and approval by a geotechnical professional on site during construction.
10.6 Founding Conditions
Due to loose consistencies inferred from DPL tests carried out these soils are considered to
be highly compressible. As such, the fill is considered to be unsuitable as founding
horizons for the use of shallow concrete foundations. Inferring from DPL tests and noting
the variation in founding conditions at the positions investigated, it is considered that the
option of shallow foundation solutions will necessitate ground improvement to
geotechnical specification to reduce the extent of compression related foundation
settlements.
10.7 Foundation Recommendations for the Proposed Fire Station
Information supplied to Geosure indicates that an approximate foundation load of 41kN/m2
is proposed for the site.
Accordingly, taking into account the likely proposed development and inferred founding
conditions, it is recommended that the following foundation types be considered:
i. Reinforced concrete strip footings on Improved Ground; and/or
ii. Reinforced Concrete Raft on Improved Ground.
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10.7.1 Reinforced Concrete Strip Footings on Improved Ground
The option of strip footings on improved ground to support relatively light structural loads
is to allow for a limited undercut exercise as follows:
i. Undercut the soils to a depth of 1.6m below underside of EGL and to a plan area
equal to 1.5 times the least width of the foundation. If fill soils are encountered
beneath the foundation footprint, ensure that all fill is removed which may
necessitate increasing the depth of undercut, as verified during construction on site
by the geotechnical professional.
ii. If groundwater seepage is present, allow for the placement of a bed of coarse clean
(river type) sand for a layer thickness of at least 250mm vibrated with an
immersion type needle vibrator.
iii. Once the founding media at undercut levels have been certified satisfactory by the
geotechnical professional, backfill the excavation up to proposed founding level
with G6 or G5 quality material (TRH14 refers) imported to site, in loose layer
thicknesses of 200mm and compacted to a density of 95% Modified AASHTO
maximum dry density within 1-2 percent (wet/dry) of OMC.
iv. Provided the above is carried out, a maximum net allowable bearing pressure of
75kN/m2
is considered applicable for strip foundations.
v. Footings should not be placed more than 0.6m below final platform level to ensure
that footings are established on improved ground developed in line with the above
requirements to a thickness of at least 1.0m.
Strip foundations placed on improved ground developed in line with the above
specifications and net permissible foundation pressure design limit are likely to experience
total theoretical settlements in the approximate range 10mm to 15mm with differential
settlement taken as 50%.
10.7.2 Reinforced Concrete Raft on Improved Ground
It is considered that a raft foundation on improved ground will be equally suited to the
anticipated founding conditions for the proposed compact lightly loaded single storey
building structure. The raft should be designed to engineer’s detail to cater for potentially
active clay founding conditions associated with the residual clay.
The raft envisaged comprises a grid of reinforced concrete beams cast integrally with the
floor slab. By virtue of its stiffness, the raft can be designed to reduce the differential
heave movements of the supporting soil to a level that can be tolerated by the
superstructure. In general, it is uneconomical/impractical to construct a raft stiff enough to
allow the use of solid brickwork without ground treatment movement joints. Therefore, a
limited ground improvement exercise in conjunction with articulated brickwork to
engineer’s detail are recommended.
Allowance for the development of improved ground comprising well engineered select
inert gravel developed for an engineered thickness of 0.5m to underside of the raft soffit in
line with Section 10.7.1, paragraph i) through iii) above, will assist in limiting potential
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differential settlements arising from applied structural loads and heave/shrinkage related
movements associated with any active profiles.
The raft should be constructed on a graded terrace to promote drainage. Excavations for
the raft beams are then formed into the terrace.
An approved damp proof plastic should be provided below the entire raft, and the slab and
beams should be cast as a single unit.
10.8 Foundation Recommendations for the Tower
Information supplied to Geosure indicates that an approximate foundation load of 34kN/m2
is proposed for the site.
The founding solutions as discussed in Section 10.7.1 and 10.7.2 above are also considered
applicable to this structure.
However, the foundation for the proposed tower structure will need to take into
consideration the effects of wind loading on the structure. Therefore, consideration would
need to be given to anchoring the tower into the subsurface. This would need to be carried
out to engineer’s detail.
In order to determine a suitable anchor horizon, a deeper geotechnical investigation would
need to be carried out.
10.9 Drainage
A critically important factor in the stable development of the site is the control and
removal of both surface and groundwater and wastewater from the site.
Earthworks and drainage measures should be designed in such a way as to prevent ponding
of, or high concentrations of, stormwater or groundwater anywhere on the site, both during
and after the development. Stormwater from roofed and paved surfaces is to be led off site
into the nearest municipal stormwater connection facility or approved disposal position.
Under no circumstances is disposal by soakaway for stormwater and wastewater to be
considered.
Any terrace(s) should be shaped to a gradient to prevent water ponding on the surface and
should be graded to direct water away from the fill edges and foundations.
The need for subsoil drains and dewatering will need to be assessed on site during
construction in consultation with the geotechnical professional.
15
Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
11. SUPPLEMENTARY GEOTECHNICAL INVESTIGATION FOR THE
PROPOSED TOWER STRUCTURE ANCHORING POINTS
In order to gain adequate information on the likely subsurface conditions at the proposed
tower structure with respect to the design of suitable anchoring points, it is recommended
that a deeper geotechnical investigation be carried out. It is considered that allowance be
made for either a number of deep inspection pits formed by tracked excavator or the
drilling of rotary boreholes.
The proposed supplementary investigation should also make provision for evaluation and
comment regarding potential effects of the mining activity on the in-situ material on site.
12. SUMMARY AND OBSERVATIONS
i. The site at the position investigation comprises a thick sequence of fill material of
variable nature and quality down to final depths of the field tests.
ii. Groundwater seepage was not encountered in any of the inspection pits excavated on
site, nonetheless, there is a risk for an elevated groundwater conditions, exacerbated
during and after periods of rainfall.
iii. Considering that the site is underlain by a thick sequence of fill material of varying
consistency, the inferred founding character in these fill horizons on site is not
considered suitable for shallow foundations without allowance for ground
improvement.
iv. Founding options for the various structures are discussed in Sections 10.7 and 10.8.
In this regard, founding conditions on site suit reinforced concrete shallow strip
footings on improved ground and a raft on improved ground.
v. Information regarding the potential effect of existing mining activities beneath the
site is not known at the time of preparation of this report. Comment should be
allowed as part of a supplementary investigation regarding the potential effects of
mining activity in the general area of the site.
vi. All construction activities on site need to be carried out in accordance with the
current version of SANS 1200.
The ground conditions given in this report refer specifically to the field tests carried out on
site. It is therefore, quite possible that conditions at variance with those given in this report
could be encountered elsewhere on site during construction. It is therefore important that
Geosure be appointed to carry out periodic inspections during construction. Any change
from the anticipated ground conditions could then be taken into account to avoid
unnecessary expense. Allowance should also be made for conducting a supplementary
geotechnical investigation of deep founding requirements for the proposed Tower anchor
points and obtaining advice on mining activities in the general vicinity of the site.
16
Geosure (Pty) Ltd www.geosure.co.za 015-18.R01
13. REFERENCES
i. Brink, A., & Bruin, R. (2002). Guidelines for Soil and Rock Logging in South
Africa. Proceedings of the Geoterminology Workshop. South Africa: Association of
Engineering Geologists, South African Institute of Civil Engineering and South
African Institute for Engineering and Environmental Geologists.
ii. Google earth. (2018). AfriGIS (Pty) Ltd. Retrieved 20 02, 2018, from Google earth:
www.googlearth.com
iii. South African Bureau of Standards. (1990). Standard Specification for Civil
Engineering Construction, D: Earthworks. South Africa: South African Bureau of
Standards.
iv. British Standards (1981). Codes of Practice for Earthworks.
v. Electronic mail corespondance from Chamber of Mines on 21 February 2018.
APPENDIX A
●●●●●●●●●●●●●●●●●●●●●
INSPECTION PIT PROFILES
●●●●●●●●●●●●●●●●●●●●●●●●●●●●
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
0.10--0.30
0.30--0.70
0.70--1.10
1.70--2.70
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP1Sheet 1 of 1
HOLE No: IP1Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
0.70
1.10
2.70
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL. (G5)
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL. (G7)
Moist, yellowish brown, loose, slightly clayey SAND. FILL. (G9)
Slightly moist, orange brown, loose, gravelly slightly clayey SAND with dolerite/sandstonerock fragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Samples taken at:S1 0,10--0,30 (2 x Bulk)S2 0,30--0,70 (2 x Bulk)S3 0,70--1,10 (2 x BulkS4 1,70--2,70 (Ind)
3) Hand augered from 1,20m.
4) Refusal on hard material at 2,70m.
5) Refusal depth at 2,70m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1743m-26.2099328.04352
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP1HOLE No: IP1
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
0.30--2.00
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP2Sheet 1 of 1
HOLE No: IP2Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
2.00
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Sample taken at:S1 0,30--2,00 (Ind)
3) Hand augered from 1,20m.
4) Refusal hard subsurface at 2,70m.
5) Refusal depth at 2,00m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1742m-26.2096028.04349
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP2HOLE No: IP2
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
0.30--2.700.30--2.70
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP3Sheet 1 of 1
HOLE No: IP3Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
2.70
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL. (G10)
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Samples taken at:S1 0,30--2,70 (Ind)S2 0,30--2,70 (2 x Bulk)
3) Hand augered from 1,30m.
4) Refusal on hard material at 2,70m.
5) Refusal depth at 2,70m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1735m-26.2097728.04382
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP3HOLE No: IP3
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
1.50--2.60
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP4Sheet 1 of 1
HOLE No: IP4Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
0.80
1.00
1.50
2.60
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Slightly moist, dark grey, medium dense, gravelly SAND. FILL.
Slightly moist, orange brown, loose, gravelly slightly clayey SAND with dolerite/sandstonerock fragments. FILL.
Slightly moist, light orange brown, medium dense, gravely SAND with sandstonefragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Sample taken at:S1 1,50--2,60 (Ind)
3) Hand augered from 2,60m.
4) Refusal on hard material at 2,60m.
5) Refusal depth at 2,60m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1740m-26.2098628.04393
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP4HOLE No: IP4
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
0.10--0.30
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP5Sheet 1 of 1
HOLE No: IP5Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
0.70
1.90
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL. (G7)
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Sample taken at:S1 0,10--0,30 (2 x Bulk)
3) Hand auger from 1,20m.
4) Refusal on hard material at 1,90m.
5) Refusal depth at 1,90m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1736m-26.2100028.04374
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP5HOLE No: IP5
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
0.30--1.70
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP6Sheet 1 of 1
HOLE No: IP6Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.30
1.70
2.00
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Slightly moist, orange brown, medium dense, gravelly slightly clayey SAND withdolerite/sandstone rock fragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Sample taken at:S1 0,30--1,70 (Ind)
3) Refusal on hard material at 2,00m.
4) Refusal depth at 2,00m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1734m-26.2101728.04358
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP6HOLE No: IP6
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP7Sheet 1 of 1
HOLE No: IP7Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.25
0.60
1.00
1.80
2.60
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Slightly moist, orange brown, loose to medium dense, gravelly slightly clayey SAND withdolerite/sandstone rock fragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Refusal on hard material at 2,60m.
3) Refusal depth at 2,60m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1744m-26.2098128.04364
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP7HOLE No: IP7
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
1.60--1.70
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP8Sheet 1 of 1
HOLE No: IP8Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.30
0.00
0.70
0.80
1.60
1.70
Slightly moist, light orange brown, loose to medium dense, slightly clayey SAND with roots.FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Slightly moist, orange brown, loose to medium dense, gravelly slightly clayey SAND withdolerite/sandstone rock fragments. FILL.
Slightly moist, pale red, dense, gravelly SAND to sandy GRAVEL with sandstone/quartzitefragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Sample taken at:S1 1,60--1,70 (Ind)
3) Refusal on hard material at 1,70m.
4) Refusal depth at 1,70m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1739m-26.2095228.04384
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP8HOLE No: IP8
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP9Sheet 1 of 1
HOLE No: IP9Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.35
1.70
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Refusal on hard material at 1,70m.
3) Refusal depth at 1,70m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1727m-26.2095028.04412
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP9HOLE No: IP9
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP10Sheet 1 of 1
HOLE No: IP10Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.40
1.00
2.70
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Slightly moist, light orange brown, medium dense, gravely SAND with sandstonefragments. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Hand augered from 1,10m.
3) Refusal on hard material at 2,70m.
4) Refusal depth at 2,70m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1742m-26.2101328.04400
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP10HOLE No: IP10
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP11Sheet 1 of 1
HOLE No: IP11Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.60
1.00
Asphalt.
Slightly moist, light brown to dark grey, medium dense, SANDY GRAVEL. FILL.
Slightly moist, yellowish brown, medium dense, silty SAND with brick paving and boulders.FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Refusal depth at 1,00m on concrete slab.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1745m-26.2104528.04334
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP11HOLE No: IP11
Geotechnical, Environmental & Groundwater Engineering Pile Integrity Testing & Civil Engineering Laboratory P O Box 1461, Westville, 3630, South Africa Tel: (031) 266-0458 Fax: 086 689-5506 email: geosure@ iafrica.com www.geosure.co.za
Johannesburg Development AgencyProposed New CentralFire Station Project, Johannesburg,Gauteng
HOLE No: IP12Sheet 1 of 1
HOLE No: IP12Sheet 1 of 1
JOB NUMBER: 015-18JOB NUMBER: 015-18
0.10
0.00
0.40
0.80
1.50
Asphalt.
Slightly moist, light orange brown to dark brown, medium dense to dense, coarse grained,sandy GRAVEL. FILL.
Slightly moist, reddish orange brown, loose to medium dense, clayey SAND. FILL.
Moist, yellowish brown, loose to medium dense, slightly clayey SAND. FILL.
Scale1:25
NOTES
1) No groundwater seepage observed.
2) Hand augered from 0,30m.
3) Refusal on hard material at 1,50m.
4) Refusal depth at 1,50m.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
-
N.Govender
K.NaidooSTANDARD.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
--30 Jan to 01 Feb 201830 Jan to 01 Feb 2018
23/02/18 11:43..C:\LOGS\PITS.TXT
ELEVATION :X-COORD :Y-COORD :
1743m-26.2104528.04394
dotPLOT 6008 PBpD069 Geosure (Pty) Ltd
HOLE No: IP12HOLE No: IP12
APPENDIX B
●●●●●●●●●●●●●●●●●●●●●
RESULTS OF DYNAMIC CONE
PENETROMETER LIGHT (DPL)
TESTS
●●●●●●●●●●●●●●●●●●●●●●●●●●●●
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 1
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 29 Med.Dense 34 deg
0.6 17 Med.Dense 31 deg
0.9 19 Med.Dense 32 deg
1.2 9 Loose <30 deg
1.5 7 Loose <30 deg
1.8 9 Loose <30 deg
2.1 12 Loose <30 deg
2.4 45 Dense 36 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL1
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 2
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 10 Loose <30 deg
0.6 10 Loose <30 deg
0.9 8 Loose <30 deg
1.2 2 Very Loose <29 deg
1.5 16 Med.Dense 30 deg
1.8 13 Loose <30 deg
2.1 14 Loose <30 deg
2.4 8 Loose <30 deg
2.7 16 Med.Dense 30 deg
3 25 Med.Dense 33 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL2
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 3
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 -
0.6 15 Loose <30 deg
0.9 13 Loose <30 deg
1.2 23 Med.Dense 33 deg
1.5 24 Med.Dense 33 deg
1.8 27 Med.Dense 34 deg
2.1 25 Med.Dense 33 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL3
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 4
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 15 Loose <30 deg
0.6 17 Med.Dense 31 deg
0.9 25 Med.Dense 33 deg
1.2 20 Med.Dense 32 deg
1.5 22 Med.Dense 33 deg
1.8 15 Loose <30 deg
2.1 43 Dense 36 deg
2.4 35 Med.Dense 35 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL4
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 5
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 14 Loose <30 deg
0.6 24 Med.Dense 33 deg
0.9 23 Med.Dense 33 deg
1.2 30 Med.Dense 34 deg
1.5 20 Med.Dense 32 deg
1.8 40 Med.Dense 36 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL5
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 6
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 22 Med.Dense 33 deg
0.6 26 Med.Dense 34 deg
0.9 16 Med.Dense 30 deg
1.2 15 Loose <30 deg
1.5 27 Med.Dense 34 deg
1.8 53 Dense 37 deg
2.1 61 Dense 37 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL6
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 7
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 14 Loose <30 deg
0.6 19 Med.Dense 32 deg
0.9 8 Loose <30 deg
1.2 8 Loose <30 deg
1.5 8 Loose <30 deg
1.8 9 Loose <30 deg
2.1 10 Loose <30 deg
2.4 9 Loose <30 deg
2.7 16 Med.Dense 30 deg
3 35 Med.Dense 35 deg
3.3 42 Dense 36 deg
3.6 45 Dense 36 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL7
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 8
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 30 Med.Dense 34 deg
0.6 18 Med.Dense 31 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL8
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 9
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 60 Dense 37 deg
0.6 46 Dense 36 deg
0.9 22 Med.Dense 33 deg
1.2 20 Med.Dense 32 deg
1.5 10 Loose <30 deg
1.8 9 Loose <30 deg
2.1 12 Loose <30 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL9
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 10
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 17 Med.Dense 31 deg
0.6 12 Loose <30 deg
0.9 16 Med.Dense 30 deg
1.2 35 Med.Dense 35 deg
1.5 36 Med.Dense 35 deg
1.8 28 Med.Dense 34 deg
2.1 30 Med.Dense 34 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL10
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 11
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 32 Med.Dense 35 deg
0.6 23 Med.Dense 33 deg
0.9 21 Med.Dense 32 deg
1.2 20 Med.Dense 32 deg
1.5 12 Loose <30 deg
1.8 30 Med.Dense 34 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL11
GEOSURE (PTY) LTD.Geotechnical Engineering Consultants
Tel: 0861 436 7873 Fax: 086 689 5506 Email: [email protected]
Client: Johannesburg Development Agency Ref.No. 015-18
Project: Proposed New Central Fire Station Project Date: 30/01/18-01/02/2018
Section: Johannesburg, Gauteng Operator: N.Govender
L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 12
THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND
MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION
Hammer: 10kg falling 550mm
Cone: 25mm diameter with 60 degree apex angel
Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings
metres per 300mm Consistency
0
0.3 -
0.6 25 Med.Dense 33 deg
0.9 34 Med.Dense 35 deg
1.2 35 Med.Dense 35 deg
Refusal
Insitu Shear
Strength
-15
-14.4
-13.8
-13.2
-12.6
-12
-11.4
-10.8
-10.2
-9.6
-9
-8.4
-7.8
-7.2
-6.6
-6
-5.4
-4.8
-4.2
-3.6
-3
-2.4
-1.8
-1.2
-0.6
0
0 10 20 30 40 50 60 70 80 90 100
Dep
th (
m)
Blows per 300mm
\\GEOSURE-SERVER\Geosure\2018\015-18 (New Central Fire Station JHB)\DPLs\DPL12
APPENDIX C
●●●●●●●●●●●●●●●●●●●●●
LABORATORY TEST RESULTS
●●●●●●●●●●●●●●●●●●●●●●●●●●●●
Page 1 of 16
CLIENT : Geosure (Pty) Ltd PHYSICAL ADDRESS : 122 Intersite Avenue, Springfield Park, Umgeni Durban, 4001 ATTENTION : Mr D. Naidoo PROJECT : Central JHB Firestation
TEST REPORT REFERENCE NUMBER: 34356 Dear Sir/Madam, Enclosed herewith, please find the original reports pertaining to the above-mentioned project. Date Received 07.02.2018 Date Tested 08.02.2018 to 19.02.2018
Sample Location Refer to Report
Sampling Method N/A
Sample Condition Moist
Sampling Environmental Condition N/A
Sampler(s) Name Client
Total Number of Pages 16
Test Carried Out TMH1 Method A1 & A5
TMH1 Method C3
TMH1 Method A2, A3, A4
TMH1 Method C4a
TMH1 Method A7
TMH1 Method B6
TMH1 Method A8
Hydrometer Analysis - ASTM D422
TMH1 Method A10(b) SANS 5863
TMH1 Method A13T + A14app SANS 5862-1
TMH1 Method A15d SANS 5860, 5861-1, 5861-2, 5861-3
TMH1 Method A13T + A16T TMH1 Method B9
- Tick denotes tests that were carried out. We would like to take this opportunity of thanking you for your continued support. Should you have any queries please do not hesitate to contact me. Yours faithfully ___________________ Technical Signatory, Bradley Hariram for Geosure (Pty) Ltd. This report may not be reproduced except in full, without written permission from Geosure (Pty) Ltd. While every care is taken to ensure the correctness of all tests and reports, neither Geosure (Pty) Ltd or its employees shall be liable in any way whatsoever for any error made in the execution or reporting of tests or any erroneous conclusions drawn there from or any consequence thereof. This report relates only to the sample/s tested. Head Office 122 Intersite Avenue, Umgeni Business Park, Durban 4091, South Africa PO Box 1461, Westville, 3630, South Africa Tel.: +27 (0)861 GEOSURE / 0861 436 7873 Fax: +27 (0)86 689 5506 Mobile: +27 (0)82 784 0544 E-mail: [email protected]
Civil Engineering Laboratory 122 Intersite Avenue, Umgeni Business Park, Durban, 4091, South Africa PO Box 1461, Westville, 3630, South Africa Tel: 031 701 9732 Fax: +27 (0) 86 684 9785 Mobile: 072 870 2621 E-mail: [email protected]
Gauteng Branch P. O. Box 32381, Kyalami 1684 Tel.: 0861 GEOSURE / 0861 436 7873 Fax: 086 689 8327 Mobile: 083 377 6559 Email: [email protected]
LABORATORY AND HEAD OFFICE ADDRESS: 122 Intersite Avenue, Umgeni Business Park, Durban, 4091
LABORATORY CONTACT INFO.: Tel.: +27(0) 31 701 9732 Fax: 086 684 9785Mobile: +27(0) 72 870 2621 e-mail: [email protected]
HEAD OFFICE CONTACT INFO.: Tel.: +27(0) 31 266 0458 Fax: 086 689 5506Mobile: +27(0) 82 784 0544 e-mail:[email protected]
WEBSITE: www.geosure.co.za
Client : Geosure (Pty) Ltd Our Ref. : 34356Project : Your Ref. : 015-18
Date Tested : 08.02.2018 to 19.02.2018Attention : Mr D. Naidoo Date Reported : 19.02.2018
T07485 T07486 T07489IP 1 IP 2 IP 8
Layer 5 Layer 3 Layer 51.7-2.7 0.3-2.0 1.6-1.7
75.0 mm 100 100 10063.0 mm 100 100 10053.0 mm 100 100 10037.5 mm 100 100 10026.5 mm 100 100 9619.0 mm 100 97 9313.2 mm 100 97 834.75 mm 92 95 69
Sieve Analysis ( Wet Preparation ) - TMH1 - Method A1 (a) - Percent Passing Sieve Size
Sample No.
Central JHB Firestation
Orange brown gravelly slightly
clayey SAND. Fill
Pale red gravelly SAND. Fill
Reddish orange brown clayey SAND.
Fill
% P
assi
ngReg.No.: 92/03145/07
Field No.Position in FieldDepth (m)
Material Description
2.00 mm 76 93 620.425 mm 57 76 270.075 mm 33 38 12
0.060 mm 29 34 110.050 mm 26 32 110.040 mm 23 29 100.026 mm 19 26 100.015 mm 16 22 80.010 mm 15 21 80.0074 mm 15 20 70.005 mm 14 18 50.002 mm 12 14 40.0015 mm 11 13 3
% 25 18 56
% 10 14 13% 9 14 7% 13 13 5% 43 41 19
1.34 0.93 1.99
Liquid Limit % 24 21 18Plasticity Index % 8 8 5Linear Shrinkage % 4.0 3.0 2.0AASHTO Classification (Group Index)* A-2-4 (0) A-4 (0) A-1-b (0)
SC SC SP-??Moisture Content % 16.0 9.7 3.0Remarks: Date Received:07.02.2018
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (PTY) LTD.
Medium Fine SandFine Fine Sand
Version 06/09/2016
*Opinions expressed herein fall outside the scope of SANAS accreditation.
Coarse Fine SandCoarse Sand
Mechanical analysis - TMH1 - Method A5 - Percent of Soil Mortar (<2 mm) for Grain Size range
% P
assi
ng
Hydrometer Analysis - ASTM - D422 - Percent Passing Particle Diameter (<0.425mm)
Sampled by Client.
Atterberg Limits - TMH1 - Methods A2, A3, A4 (<0.425mm)
Page 2 of 16
Unified Classification*
Silt & ClayGrading Modulus
LABORATORY AND HEAD OFFICE ADDRESS: 122 Intersite Avenue, Umgeni Business Park, Durban, 4091
LABORATORY CONTACT INFO.: Tel.: +27(0) 31 701 9732 Fax: 086 684 9785Mobile: +27(0) 72 870 2621 e-mail: [email protected]
HEAD OFFICE CONTACT INFO.: Tel.: +27(0) 31 266 0458 Fax: 086 689 5506Mobile: +27(0) 82 784 0544 e-mail:[email protected]
WEBSITE: www.geosure.co.za
Client : Geosure (Pty) Ltd Job No. :Project : Central JHB Firestation Your Ref.No. :
Date Tested :Attention : Mr D. Naidoo Date Reported :
Sample Number : T07485 : IP 1
Sample Description : Orange brown gravelly slightly clayey SAND. FillEquivalent PI : 5 : 12
Reg.No.: 92/03145/07
POTENTIAL EXPANSIVENESS GRAPH
34356015-1808.02.2018 to 19.02.201819.02.2018
Clay fraction of whole sample (% <2µ)
Field No.
152025303540455055606570
Equi
vale
nt P
I
Medium
HighVery High
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (PTY) LTD.
Version 24/03/2016 Page 3 of 16
PARTICLE SIZE DISTRIBUTION CHART
05
1015
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Clay fraction of whole sample ( % <2µ )
0
10
20
30
40
50
60
70
80
90
100
110
0.000 0.001 0.010 0.100 1.000 10.000 100.000
% F
iner
Tha
n
LowMedium
FINE COARSE FINE MEDIUM COARSEMEDIUM FINE MEDIUM COARSE
CLAY FRACTION SILT FRACTION SAND FRACTION GRAVEL FRACTION
LABORATORY AND HEAD OFFICE ADDRESS: 122 Intersite Avenue, Umgeni Business Park, Durban, 4091
LABORATORY CONTACT INFO.: Tel.: +27(0) 31 701 9732 Fax: 086 684 9785Mobile: +27(0) 72 870 2621 e-mail: [email protected]
HEAD OFFICE CONTACT INFO.: Tel.: +27(0) 31 266 0458 Fax: 086 689 5506Mobile: +27(0) 82 784 0544 e-mail:[email protected]
WEBSITE: www.geosure.co.za
Client : Geosure (Pty) Ltd Job No. :Project : Central JHB Firestation Your Ref.No. :
Date Tested :Attention : Mr D. Naidoo Date Reported :
Sample Number : T07486 : IP 2
Sample Description : Reddish orange brown clayey SAND. FillEquivalent PI : 6 : 14
Reg.No.: 92/03145/07
POTENTIAL EXPANSIVENESS GRAPH
34356015-1808.02.2018 to 19.02.201819.02.2018
Clay fraction of whole sample (% <2µ)
Field No.
25303540455055606570
Equi
vale
nt P
I
HighVery High
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (PTY) LTD.
Version 24/03/2016 Page 4 of 16
PARTICLE SIZE DISTRIBUTION CHART
05
10152025
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Equi
vale
nt P
I
Clay fraction of whole sample ( % <2µ )
0
10
20
30
40
50
60
70
80
90
100
110
0.000 0.001 0.010 0.100 1.000 10.000 100.000
% F
iner
Tha
n
LowMedium
FINE COARSE FINE MEDIUM COARSEMEDIUM FINE MEDIUM COARSE
CLAY FRACTION SILT FRACTION SAND FRACTION GRAVEL FRACTION
LABORATORY AND HEAD OFFICE ADDRESS: 122 Intersite Avenue, Umgeni Business Park, Durban, 4091
LABORATORY CONTACT INFO.: Tel.: +27(0) 31 701 9732 Fax: 086 684 9785Mobile: +27(0) 72 870 2621 e-mail: [email protected]
HEAD OFFICE CONTACT INFO.: Tel.: +27(0) 31 266 0458 Fax: 086 689 5506Mobile: +27(0) 82 784 0544 e-mail:[email protected]
WEBSITE: www.geosure.co.za
Client : Geosure (Pty) Ltd Job No. :Project : Central JHB Firestation Your Ref.No. :
Date Tested :Attention : Mr D. Naidoo Date Reported :
Sample Number : T07489 : IP 8
Sample Description : Pale red gravelly SAND. FillEquivalent PI : 1 : 4
Reg.No.: 92/03145/07
Field No.
Clay fraction of whole sample (% <2µ)
POTENTIAL EXPANSIVENESS GRAPH
25303540455055606570
Equi
vale
nt P
I
HighVery High
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (PTY) LTD.
Version 24/03/2016 Page 5 of 16
PARTICLE SIZE DISTRIBUTION CHART
05
10152025
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Equi
vale
nt P
I
Clay fraction of whole sample ( % <2µ )
0
10
20
30
40
50
60
70
80
90
100
110
0.000 0.001 0.010 0.100 1.000 10.000 100.000
% F
iner
Tha
n
LowMedium
FINE COARSE FINE MEDIUM COARSEMEDIUM FINE MEDIUM COARSE
CLAY FRACTION SILT FRACTION SAND FRACTION GRAVEL FRACTION
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Your Ref No. : 015-18Project : Our Ref No. : 34356Attention : Date Reported : 19/02/2018
Sample_No1 Sample_No2 Sample_No3 Sample_No4 Sample_No5
Sample No. T07482 T07483 T07484 T07487 T07488Field No. IP 1 IP 1 IP 1 IP 3 IP 5Position Layer 2 Layer 3 Layer 4 Layer 3 Layer 2Depth ( m ) 0.1-0.3 0.3-0.7 0.7-1.7 0.3-2.7 0.1-0.3
Material DescriptionLight orange brown sandy GRAVEL. Fill
Reddish orange brown clayey SAND.
Fill
Yellowish brown slightly clayey SAND.
Fill
Reddish orange brown clayey SAND.
Fill
Light orange brown sandy GRAVEL. Fill
75.0063.0053.00 100 10037.50 84 92 100 10026.50 73 92 94 9619.00 61 86 100 88 8013.20 48 82 99 86 684.750 37 79 97 81 572.000 32 73 92 75 500.425 25 58 71 65 39
Central JHB FirestationGeosure (Pty) Ltd
Mr D. Naidoo
Test Report
Sieve Analysis ( Wet Preparation ) TMH1 - Method A1 (a) - Percent Passing Sieve Size
Siev
e A
pert
ure
(mm
)
0.425 25 58 71 65 390.075 14 32 30 42 22
Grading Modulus 2.30 1.37 1.07 1.18 1.90
Coarse Sand 2.000 - 0.425 23 21 23 13 23Coarse-Fine Sand 0.425 - 0.250 12 13 15 8 12Medium-Fine Sand 0.250 - 0.150 11 11 15 10 11Fine-Fine Sand 0.150 - 0.075 11 12 15 13 11Silt and Clay < 0.075 42 44 32 56 43
Liquid Limit % or symbol 22 20 18 24 23Plasticity Index % or symbol 8 7 5 9 10Linear Shrinkage % 3.5 3.0 2.5 4.0 4.0
Maximum Dry Density (kg/m³) 2196 2097 2088 2031 2116Optimum moisture content (%) 5.8 8.1 8.1 11.9 6.3
CBR @100% Compaction % 155 46 36 23 72CBR @ 98% Compaction % 108 41 29 17 48CBR @ 97% Compaction % 90 39 26 14 39CBR @ 95% Compaction % 62 35 20 10 27CBR @ 93% Compaction % 37 24 14 6.5 19CBR @ 90% Compaction % 17 12 8.1 3.3 12Swell @100% Compaction % 0.0 0.1 0.0 1.3 0.2TRH 14 Classification (1985)** G5 G7 G9 G10 G7AASHTO Classification (Group Index)** A-2-4 (0) A-2-4 (0) A-2-4 (0) A-4 (1) A-2-4 (0)Unified Classification ** GC SM-SC SM-SC SC GCThis report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
*Subject to further testing as required by TRH14.Remarks: *Subject to further testing as required by TRH14.
** Opinions and interpretations expressed herein are outside the scope of SANAS accreditationVersion 4.02 - 24 March 2014
Mechanical analysis - TMH1 - Method A5 - Percent of Soil Mortar (<2 mm) for Grain Size range
Atterberg Limits TMH 1 - Methods A2, A3, A4 on <0.425 mm fraction
Maximum Dry Density and Optimum Moisture Content - TMH1 - Method A7
California Bearing Ratio - TMH1 - Method A8
ReportT07482.xls Page 6 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No.:Project : Central JHB Firestation Our Ref No. :Attention : Mr D. Naidoo Date Reported :
0.1 140.2 170.3 210.4 25
2 324.8 3713 4819 6127 7338 8453 1006375
Grading Curve for Sample T07482 – TMH1 Method A1 (a)
015-183435619/02/2018
60
70
80
90
100
% P
assi
ng
Thick Red Line is the Grading Curve (TRH 14 Classification = G5)Sieve Aperture Size 0.075 0.150 0.250 0.425 2.00 4.75 13.2 19.0 26.5 37.5 53 63 75Percentage Passing 14% 17% 21% 25% 32% 37% 48% 61% 73% 84% 100%
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
% P
assi
ng
Grain Size (mm)
ReportT07482.xls Page 7 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No.:Project : Central JHB Firestation Our Ref No. :Attention : Mr D. Naidoo Date Reported :
0.1 320.2 410.3 490.4 58
2 734.8 7913 8219 8627 9238 9253 1006375
Grading Curve for Sample T07483 – TMH1 Method A1 (a)
015-183435619/02/2018
60
70
80
90
100
% P
assi
ng
Thick Red Line is the Grading Curve (TRH 14 Classification = G7)Sieve Aperture Size 0.075 0.150 0.250 0.425 2.00 4.75 13.2 19.0 26.5 37.5 53 63 75Percentage Passing 32% 41% 49% 58% 73% 79% 82% 86% 92% 92% 100%
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
% P
assi
ng
Grain Size (mm)
ReportT07482.xls Page 8 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No.:Project : Central JHB Firestation Our Ref No. :Attention : Mr D. Naidoo Date Reported :
0.1 300.2 430.3 570.4 71
2 924.8 9713 9919 1002738536375
Grading Curve for Sample T07484 – TMH1 Method A1 (a)
015-183435619/02/2018
60
70
80
90
100
% P
assi
ng
Thick Red Line is the Grading Curve (TRH 14 Classification = G9)Sieve Aperture Size 0.075 0.150 0.250 0.425 2.00 4.75 13.2 19.0 26.5 37.5 53 63 75Percentage Passing 30% 43% 57% 71% 92% 97% 99% 100%
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
% P
assi
ng
Grain Size (mm)
ReportT07482.xls Page 9 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No.:Project : Central JHB Firestation Our Ref No. :Attention : Mr D. Naidoo Date Reported :
0.1 420.2 510.3 590.4 65
2 754.8 8113 8619 8827 9438 100536375
Grading Curve for Sample T07487 – TMH1 Method A1 (a)
015-183435619/02/2018
60
70
80
90
100
% P
assi
ng
Thick Red Line is the Grading Curve (TRH 14 Classification = G10)Sieve Aperture Size 0.075 0.150 0.250 0.425 2.00 4.75 13.2 19.0 26.5 37.5 53 63 75Percentage Passing 42% 51% 59% 65% 75% 81% 86% 88% 94% 100%
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
% P
assi
ng
Grain Size (mm)
ReportT07482.xls Page 10 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No.:Project : Central JHB Firestation Our Ref No. :Attention : Mr D. Naidoo Date Reported :
0.1 220.2 270.3 330.4 39
2 504.8 5713 6819 8027 9638 100536375
Grading Curve for Sample T07488 – TMH1 Method A1 (a)
015-183435619/02/2018
60
70
80
90
100
% P
assi
ng
Thick Red Line is the Grading Curve (TRH 14 Classification = G7)Sieve Aperture Size 0.075 0.150 0.250 0.425 2.00 4.75 13.2 19.0 26.5 37.5 53 63 75Percentage Passing 22% 27% 33% 39% 50% 57% 68% 80% 96% 100%
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
% P
assi
ng
Grain Size (mm)
ReportT07482.xls Page 11 of 16
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No. : 015-18Project : Central JHB Firestation Our Ref No. : 34356Attention : Mr D. Naidoo Date Reported
Sample No. : T07482 Field No. : IP 1Depth (m) : 0.1-0.3
Natural/Stabilised : Natural Origin : Layer 2Material Description Compaction Effort : Mod AASHTO
Maximum Dry Density (kg/m³) 2196 5.8
Plotted Values:Moisture (%) 3.9 4.9 5.9 6.9 7.9Dry Density (kg/m³) 2139 2159 2196 2142 2115
: 19.02.2018
Moisture/Density Relationship (TMH1: Method A7)
Optimum Moisture Content (%)
: Lt.Or.Br.sandy GRAVEL. Fill
2220
Remarks:
Ver 4.01 - 13 March 2014
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
Page 12 of 16
2100
2120
2140
2160
2180
2200
3 4 5 6 7 8 9
Dry
Dens
ity (k
g/m
³)
Moisture (%)
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No. : 015-18Project : Central JHB Firestation Our Ref No. : 34356Attention : Mr D. Naidoo Date Reported
Sample No. : T07483 Field No. : IP 1Depth (m) : 0.3-0.7
Natural/Stabilised : Natural Origin : Layer 3Material Description Compaction Effort : Mod AASHTO
Maximum Dry Density (kg/m³) 2097 8.1
Plotted Values:Moisture (%) 3.9 5.9 7.9 9.9 11.9Dry Density (kg/m³) 1942 2036 2096 2066 2007
: 19.02.2018
Moisture/Density Relationship (TMH1: Method A7)
Optimum Moisture Content (%)
: Red.Or.Br.clayey SAND. Fill
2150
Remarks:
Ver 4.01 - 13 March 2014
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
Page 13 of 16
1900
1950
2000
2050
2100
3 4 5 6 7 8 9 10 11 12 13
Dry
Dens
ity (k
g/m
³)
Moisture (%)
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No. : 015-18Project : Central JHB Firestation Our Ref No. : 34356Attention : Mr D. Naidoo Date Reported
Sample No. : T07484 Field No. : IP 1Depth (m) : 0.7-1.7
Natural/Stabilised : Natural Origin : Layer 4Material Description Compaction Effort : Mod AASHTO
Maximum Dry Density (kg/m³) 2088 8.1
Plotted Values:Moisture (%) 4.5 6.5 8.5 10.5 12.5Dry Density (kg/m³) 1978 2053 2085 1988 1875
: 19.02.2018
Moisture/Density Relationship (TMH1: Method A7)
Optimum Moisture Content (%)
: Yell.Br.Sl.clayey SAND. Fill
2150
Remarks:
Ver 4.01 - 13 March 2014
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
Page 14 of 16
1800
1850
1900
1950
2000
2050
2100
4 5 6 7 8 9 10 11 12 13
Dry
Dens
ity (k
g/m
³)
Moisture (%)
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No. : 015-18Project : Central JHB Firestation Our Ref No. : 34356Attention : Mr D. Naidoo Date Reported
Sample No. : T07487 Field No. : IP 3Depth (m) : 0.3-2.7
Natural/Stabilised : Natural Origin : Layer 3Material Description Compaction Effort : Mod AASHTO
Maximum Dry Density (kg/m³) 2031 11.9
Plotted Values:Moisture (%) 7.5 9.5 11.5 13.5 15.5Dry Density (kg/m³) 1823 1910 2026 1986 1889
: 19.02.2018
Moisture/Density Relationship (TMH1: Method A7)
Optimum Moisture Content (%)
: Red.Or.Br.clayey SAND. Fill
2050
Remarks:
Ver 4.01 - 13 March 2014
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
Page 15 of 16
1800
1850
1900
1950
2000
7 8 9 10 11 12 13 14 15 16
Dry
Dens
ity (k
g/m
³)
Moisture (%)
LABORATORY: Reg. No. : 92/03145/07 HEAD OFFICE:122 Intersite Avenue, Umgeni Business Park, Durban, 4091 122 Intersite Avenue, Umgeni Business Park,P.O. Box 1461, Westville 3630 Durban, 4091, KwaZulu Natal, South Africa.Mobile: +27(0)72 870 2621 Fax: 086 684 9785 Tel: +27 (0)31 266 0458 Fax: 086 689 5506Tel.: +27 (0)31 701 9732 email: [email protected] email: [email protected] www.geosure.co.za
Client : Geosure (Pty) Ltd Your Ref No. : 015-18Project : Central JHB Firestation Our Ref No. : 34356Attention : Mr D. Naidoo Date Reported
Sample No. : T07488 Field No. : IP 5Depth (m) : 0.1-0.3
Natural/Stabilised : Natural Origin : Layer 2Material Description Compaction Effort : Mod AASHTO
Maximum Dry Density (kg/m³) 2116 6.3
Plotted Values:Moisture (%) 2.1 4.1 6.1 8.1 10.1Dry Density (kg/m³) 1977 2043 2116 2062 1997
: 19.02.2018
Moisture/Density Relationship (TMH1: Method A7)
Optimum Moisture Content (%)
: Lt.Or.Br.sandy GRAVEL. Fill
2150
Remarks:
Ver 4.01 - 13 March 2014
This report relates only to sample(s) received. This report shall not be reproduced, except in full, without the prior consent of GEOSURE (Pty) Ltd.
Page 16 of 16
1900
1950
2000
2050
2100
2 3 4 5 6 7 8 9 10 11
Dry
Dens
ity (k
g/m
³)
Moisture (%)
FIGURE 1
●●●●●●●●●●●●●●●●●●●●●
SITE PLAN
●●●●●●●●●●●●●●●●●●●●●●●●●●●●