Phase 1 Geotechnical Investigation: Cygnus Coal...SRK Consulting: 544580: Geotechnical Investigation...
Transcript of Phase 1 Geotechnical Investigation: Cygnus Coal...SRK Consulting: 544580: Geotechnical Investigation...
Phase 1 Geotechnical Investigation: Cygnus Coal
Report Prepared for
Universal Coal Development (Pty) Ltd
Report Number 544580
Report Prepared by
July 2019
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Phase 1 Geotechnical Investigation: Cygnus Coal
Universal Coal Development V (Pty) Ltd Universal Coal Development V (Pty) Ltd 467 Fehrsen Street Brooklyn Pretoria 0181
SRK Consulting (South Africa) (Pty) Ltd 265 Oxford Rd Illovo 2196 Johannesburg South Africa
e-mail: [email protected] website: www.srk.co.za
Tel: +27 (0) 11 441 1111 Fax: +27 (0) 11 880 8086
SRK Project Number 544580
May 2019
Compiled by: Reviewed by:
Hennie Booyens and Paul Aucamp
John Stiff Partner, Principal Engineering Geologist
Email: [email protected]
Authors:
Freddy Mthombeni; Hennie Booyens
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Table of Contents
Disclaimer ..................................................................................................................................................... v
List of Abbreviations .................................................................................................................................... vi
1 Introduction and Scope of Report ............................................................................... 1
2 Site Description ............................................................................................................ 1
3 Regional Geology ......................................................................................................... 1
4 Result of Fieldwork ...................................................................................................... 2
4.1 Test pit investigation ........................................................................................................................... 2
4.2 Dynamic Cone Penetration tests ...................................................................................................... 10
5 Results of Laboratory Analysis ................................................................................. 12
5.1 Foundation indicator test results ....................................................................................................... 12
5.2 Atterberg limits .................................................................................................................................. 14
5.3 Potential expansiveness ................................................................................................................... 14
5.4 Mod AASHTO compaction and soil specific gravity .......................................................................... 15
5.5 California bearing ratio (CBR) tests .................................................................................................. 20
5.6 Soil density tests ............................................................................................................................... 20
5.7 Permeability tests .............................................................................................................................. 21
5.8 Collapse potential tests ..................................................................................................................... 21
5.9 Shearbox tests .................................................................................................................................. 22
5.10 Soil chemical tests ............................................................................................................................ 22
6 General Geotechnical Evaluation.............................................................................. 23
7 Discussion and Geotechnical Interpretation ........................................................... 24
7.1 Foundation consideration .................................................................................................................. 24
7.1.1 Lightly loaded structures ....................................................................................................... 24
7.1.2 Heavy load structures ............................................................................................................ 25
7.1.3 Site trafficability ..................................................................................................................... 25
7.1.4 Excavatability ........................................................................................................................ 25
7.1.5 Recommendations for additional investigations (e.g. rotary core borehole drilling) ............. 26
8 References .................................................................................................................. 28
Appendices ...................................................................................................................... 29
Appendix A: Soil Profile Logs ...................................................................................... 30
Appendix B: DCP Results ............................................................................................. 31
Appendix C: Laboratory Test Result ........................................................................... 32
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List of Tables Table 4-1 Test pit summary ................................................................................................................................ 7
Table 4-2 Cohesive soil consistencies based on penetration rate ................................................................... 10
Table 4-3 Summary of soil consistency, average indicative bearing capacity and in situ CBR at the mine infrastructure area ...................................................................................................................... 11
Table 4-4 Summary of soil consistency, average indicative bearing capacity and in situ CBR along the proposed haul road .................................................................................................................... 11
Table 4-5 Summary of soil consistency, average indicative bearing capacity and in situ CBR at the discard mine dump area ......................................................................................................................... 12
Table 5-1 Summary of foundation indicator test results ................................................................................... 13
Table 5-2 Summary of moisture-density relationship ....................................................................................... 15
Table 5-3 Summary of CBR results .................................................................................................................. 20
Table 5-4 Bulk density and moisture content summary ................................................................................... 20
Table 5-5 Permeability test result summary ..................................................................................................... 21
Table 5-6 Collapse potential test result summary ............................................................................................ 22
Table 5-7 Shear strength test summary ........................................................................................................... 22
Table 5-8 Summary of soil corrosivity and aggressivity indices ....................................................................... 22
Table 5-9 Aggressiveness towards concrete and fibre cement pipes .............................................................. 23
Table 5-10 Corrosivity towards metals ............................................................................................................. 23
Table 5-11 Aggressiveness index .................................................................................................................... 23
Table 6-1 Summary of expected site geotechnical conditions compared to the typical geotechnical constraints.24
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List of Figures Figure 3-1 Regional geology map ...................................................................................................................... 2
Figure 4-1 Test pit layout .................................................................................................................................... 4
Figure 4-2 Test pit investigation photographs .................................................................................................... 5
Figure 4-3 Test pit investigation photographs (continued) ................................................................................. 6
Figure 5-1 Plasticity Graph ............................................................................................................................... 14
Figure 5-2 Van der Merwe potential expansiveness graph .............................................................................. 15
Figure 5-3 OMC and MDD relationship graphs ................................................................................................ 17
Figure 5-4 OMC and MDD relationship graphs (continued…) ......................................................................... 18
Figure 5-5 OMC and MDD relationship graphs (continued…) ......................................................................... 19
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Disclaimer The opinions expressed in this Report have been based on the information supplied to SRK Consulting
(South Africa) (Pty) Ltd (SRK) by Universal Coal Development V (Universal Coal). The opinions in this
Report are provided in response to a specific request from Universal Coal to do so. SRK has exercised
all due care in reviewing the supplied information. Whilst SRK has compared key supplied data with
expected values, the accuracy of the results and conclusions from the review are entirely reliant on
the accuracy and completeness of the supplied data. SRK does not accept responsibility for any errors
or omissions in the supplied information and does not accept any consequential liability arising from
commercial decisions or actions resulting from them. Opinions presented in this report apply to the
site conditions and features as they existed at the time of SRK’s investigations, and those reasonably
foreseeable. These opinions do not necessarily apply to conditions and features that may arise after
the date of this Report, about which SRK had no prior knowledge nor had the opportunity to evaluate.
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
List of Abbreviations
Abbreviation Description
amsl Average mean sea level
CBR California Bearing Ratio
CH Inorganic clays of high plasticity (fat clays)
CI Clay of intermediate plasticity
CL Inorganic clays of low to medium plasticity
CP Collapse potential
CV Clay of very high plasticity
DCP Dynamic cone penetration
DN Dynamic cone penetration rate (mm/blow)
GC Clayey gravel
GM Grading Modulus
GPS Global Positioning System
GSHAP Global seismic hazard assessment program
ha Hectares
LL Liquid Limit
LS Linear shrinkage
mbgl Meters below ground level
MH Inorganic silts
pga Peak ground acceleration
PI Plasticity Index
PIws Plasticity index of the whole sample
SC Clayey sands
SM Silty sands
SP Poorly graded sands
SW Well graded sands
TLB Tractor loader backhoe
TP Test pit
USCS Unified Soil Classification System
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
1 Introduction and Scope of Report This report has been prepared for Universal Coal V (Pty) Ltd by SRK Consulting (South Africa) (Pty)
Ltd and documents the results of fieldwork activities conducted as part of the geotechnical
investigation required for the proposed new discard facility, cyclone plant, haul road and other
associated infrastructure at Cygnus Coal Mine.
The work conducted to date is summarised below:
Fieldwork was conducted from 11 March 2019 to 14 March 2019 and consisted of the following:
o Forty test pits (TP) were excavated over the site (test pit locations shown in Figure 4-1);
o Fourteen dynamic cone penetration (DCP) tests were conducted adjacent to selected test pit
positions;
o The position of the tests pits was recorded using a handheld Global Positioning System device
with an accuracy of approximately 5 m;
o All tests pits were logged by an engineering geologist on accordance with specifications set
out in Brink and Bruin (2002); and
o Soil samples obtained from the selected horizons in the test pits were delivered to BM du
Plessis Civil Engineering Laboratory situated in Pretoria, South Africa for the following
analysis:
- Particle size distribution (Sieve and hydrometer);
- Atterberg Limits tests;
- Specific gravity;
- Bulk density;
- Mod AASHTO compaction testing;
- California Bearing Ratio (CBR) testing;
- Remoulded permeability testing;
- Oedometer (collapse potential) testing; and
- Shear box testing.
2 Site Description The Cygnus Coal site is situated approximately 45 km north-west of Louis Trichardt in the Makhado
Municipality of the Limpopo Province. The proposed developments on the greenfield site consist of a
discard dump, a box cut and decline to underground workings, soft and hard material discard areas,
pollution control dam, offices, parking area, topsoil stockpile, wash plant and workshops. The entire
site is currently undeveloped and comprises approximately 1315 ha.
3 Regional Geology According to the 1:250 000 scale geological series map 2228 Alldays, the Cygnus Coal site is
immediately underlain by unconsolidated quaternary material in the northern and southern extents and
by sedimentary rocks of the Solitude, Mikambeni, Madzaringwe and Tshidzi Formations in the central
portion of the site. The Solitude Formation belongs to the Beaufort Group while the Fripp, Mikambeni
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and Madzaringwe Formations form part of the Ecca Group. The Tshidzi Formation belongs to the
Dwyka Group along the northern section.
The younger Solitude Formation consists of shale and sandstone and the Fripp Formation consists of
coarse to fine white sandstone. The Mikambeni Formation consists of shale, mudstone, coal and
conglomerate. The main and lower coal seams are present in the Madzaringwe Formation interlayered
with shale and sandstone. The older Tshidzi Formation consists of diamictite, sandstone,
conglomerate and shale.
The southern sections of the site are underlain by unconsolidated quaternary deposits as well as mafic
granulite of the Malala Drift Group (Zm) of the Beit Bridge Complex. The regional geological map of
the area is shown in Figure 3-1.
Figure 3-1 Regional geology map
4 Result of Fieldwork
4.1 Test pit investigation This section reports on the results of the fieldwork undertaken for the proposed Cygnus Coal mine
infrastructure. Forty test pits were excavated on site as shown on Figure 4-1 using a Case 580T tractor
loader backhoe (TLB) to maximum reach of the machine (approximately 3.0 m bgl) or to prior refusal.
The work was conducted on 12 to 14 March 2019. All the test pits were profiled by an engineering
geologist in accordance with the specifications set out in Brink and Bruin (2002).
Photographs of the fieldwork and typical soil profiles are shown in Figure 4-2 and Figure 4-3 (photos
1 to 12). The CASE 580T type TLB used during the geotechnical investigation is shown in Photo 1.
The typical soil profiles encountered on site consist of a reddish brown silty sand (aeolian) overlying
nodular calcrete (grading to hardpan calcrete with depth) as shown in Photo 2 and Photo 3. A pebble
marker horizon consisting of coarse, medium and fine grained sub-angular to angular quartzite gravel
was occasionally encountered between the aeolian horizon and the calcrete horizon (photo 4). Alluvial
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gravel consisting of coarse, medium and fine grained, sub-rounded to rounded quartzite gravel in
matrix of reddish brown silt was occasionally encountered on site (photo 5 and photo 6). Soil profiles
in test pits in the southern area were found to be comprised of surficial aeolian silty sand underlain by
subangular to angular quartzite gravel (likely pebble marker) underlain by highly weathered felsic and
mafic granulite rock. Hardpan ferricrete was encountered in test pit TP18 (photo 7).
Residual conglomerate (Mikambeni Formation) consisting of coarse, medium and fine grained
subrounded to rounded quartzite gravel in a matrix of reddish brown silty sand, grading from medium
dense to very dense with depth was encountered in test pit TP16 (photo 8). The presence of shale
was confirmed in test pit TP07, TP08, TP09, TP28, TP32, TP33 and TP40 (photo 11). In the southern
section of the study area, granulite was encountered in test pits TP1, TP2, TP11 and TP13 (photo 12).
The test pit profiles are summarised in Table 4-1. Note that the depths associated with each soil
horizon are shown and the horizon thickness is shown in brackets.
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
CYGNUS COAL GEOTECHNICAL
INVETSIGATION TESTPIT LAYOUT
Project No. 544580
Figure 4-1 Test pit layout
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MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Photo 1: CASE 580T TLB excavating test pit (TP01).
Photo 2: Typical aeolian soil (TP01).
Photo 3: Aeolian silty sand overlying nodular calcrete (TP12).
Photo 4: Pebble marker (TP02).
Photo 5: Alluvium (TP33).
Photo 6: Sub-rounded to rounded quartzite gravel
(TP33).
CYGNUS COAL GEOTECHNICAL INVESTIGATION
TEST PIT INVESTIGATION PHOTOGRAPHS
Project No. 535416
Figure 4-2 Test pit investigation photographs
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Photo 7: Nodule from hardpan ferricrete (TP18).
Photo 8: Soft rock conglomerate (TP16)
Photo 9: Conglomerate outcrop Photo 10: Sandstone outcrop
Photo 11: Shale encountered on site (TP40).
Photo 12: Soft rock granulite (TP13).
CYGNUS COAL GEOTECHNICAL INVESTIGATION
TEST PIT INVESTIGATION PHOTOGRAPHS
Project No. 535416
Figure 4-3 Test pit investigation photographs (continued)
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Table 4-1 Test pit summary
ID Aeolian (silty
sand) (m)
Pebble marker (m)
Ferricrete (m)
Nodular calcrete
(m)
Hardpan calcrete
(m)
Alluvial gravel (m)
Residual granulite
(m)
Highly weathered granulite
(m)
Residual shale (m)
Highly weathered
shale (m)
Residual conglomerate
(m)
Refusal depth (m)
Remark gradual (G) and
abrupt (A) refusal
TP01 0 - 1.4 (1.4)
1.4 - 1.6 (0.2)
- - - - - 1.6 - 2.0
(0.4) - - - 2.0 G
TP02 0 - 0.9 (0.9)
0.9 - 1.1 (0.2)
- - - - - 1.1 - 1.2
(0.1) - - - 1.2 G
TP03 0 - 0.4 (0.4)
0.4 - 0.9 (0.5)
- - - - - - - - - 0.9 G
TP04 - - - 0 - 0.2 - - - - - - - 0.3 A
TP05 0 - 1.4 (1.4)
- 1.4 - 1.6
(0.2) - - - - - - - - 1.6 G
TP06 0 - 0.2 (0.2)
- - 0.2 - 0.4
(0.2) - - - - - - - 0.4 A
TP07 0 - 0.3 (0.3)
- - - - - - - - 0.3 - 0.9
(0.6) - 0.9 G
TP08 - - - 0 - 1.7 (1.7)
- - - - - - - 1.7 A
TP09 0 -0.1 (0.1)
- - 0.1 - 0.6
(0.5) - - - - -
0.6 - 1.0 (0.4)
- 1.0 G
TP10 - - - 0 - 1.5 (0.5)
1.5 - 1.6 (0.1)
- - - - - - 1.6 A
TP11 0 - 0.3 (0.3)
0.3 - 0.4 (0.1)
- - - - 0.4 - 0.7
(0.3) 0.7 - 0.8
(0.1) - - - 0.8 G
TP12 0 - 0.4 (0.4)
- - 0.4 - 1.8
(1.4) 1.8 - 1.9
(0.1) - - - - - - 1.9 A
TP13 0 - 2.3 (2.3)
- - - - - - 2.3 - 2.7
(0.4) - - - 2.7 G
TP14 0 - 0.4 (0.4)
0.4 - 0.6 (0.2)
- 0.6 - 1.8
(1.2) 1.8 - 2.0
(0.2) - - - - - - 2.0 A
TP15 - 0 - 0.6 (0.6)
- - - - - - - 0.6 - 0.8
(0.2) - 0.8 G
TP16 0 - 0.3 (0.3)
0.3 - 0.5 (0.2)
- - - - - - - - 0.5 - 1.5
(1.0) 1.5 G
TP17 0 - 0.3 (0.3)
0.3 - 0.6 (0.3)
- - - - - - - - 0.6 - 1.4
(0.8) 1.4 G
TP18 0 - 0.5 (0.5)
0.5 - 0.7 (0.2)
0.7 - 0.9 (0.2)
- - - - - - - - 0.9 A
TP19 0 - 0.7 (0.7)
0.7 - 0.8 (0.1)
- - 0.8 - 1.0
(0.2) - - - - - - 1.0 G
TP20 0 - 0.4 (0.4)
0.4 - 0.5 (0.1)
- 0.5 -1.4
(0.9) 1.4 - 1.5
(0.1) - - - - - - 1.5 A
TP21 0 - 0.5 (0.5)
0.5 - 0.6 (0.1)
- 0.6 - 1.3
(0.7) - - - -
1.3 -1.5 (0.2)
- - 1.5 G
TP22 0 - 0.5 (0.5)
0.5 - 0.6 (0.1)
- 0.6 - 1.3
(0.7) -
1.3 - 1.4 (0.1)
- - 1.4 - 1.7
(0.3) - - 1.7 G
TP23 0 - 0.7 (0.7)
0.7 - 0.8 (0.1)
- 0.8 - 1.2
(0.4) 1.2 - 1.4
(0.2) - - - - - - 1.4 G
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ID Aeolian (silty
sand) (m)
Pebble marker (m)
Ferricrete (m)
Nodular calcrete
(m)
Hardpan calcrete
(m)
Alluvial gravel (m)
Residual granulite
(m)
Highly weathered granulite
(m)
Residual shale (m)
Highly weathered
shale (m)
Residual conglomerate
(m)
Refusal depth (m)
Remark gradual (G) and
abrupt (A) refusal
TP24 0 - 0.6 (0.6)
0.6 - 0.7 (0.1)
- 0.7 - 1.2
(0.5) -
1.2 - 1.3 (0.1)
- - 1.3 - 1.7
(0.4) - - 1.7 G
TP25 0 - 0.7 (0.7)
0.7 - 0.8 (0.1)
- 0.8 - 1.35
(0.55) -
1.35 - 1.5 (0.15)
- - - - - 1.5 G
TP26 0 - 0.8 (0.8)
0.8 - 0.9 (0.1)
- 0.9 - 1.4
(0.5) 1.4 - 1.6
(0.2) - - - - - - 1.6 G
TP27 0 - 0.6 (0.6)
0.6 - 0.7 (0.1)
- - - 0.7 - 1.9
(1.2) - - - - - 1.9 G
TP28 0 - 0.6 (0.6)
0.6 - 0.7 (0.1)
- 0.7 - 1.6
(0.9) - - - - -
1.6 - 1.8 (0.2)
- 1.8 G
TP29 0 - 0.7 (0.7)
0.7 - 0.8 (0.1)
- 0.8 - 1.5
(0.7) -
1.5 - 2.0 (0.5)
- - - - - 2.0 G
TP30 0 - 0.7 (0.7)
- - 0.7 - 1.6
(0.9) - - - -
1.6 - 1.9 (0.3)
- - 1.9 G
TP31 0 - 0.7 (0.7)
0.7 - 0.9 (0.2)
- 0.9 - 1.6
(0.7) -
1.6 - 2.0 (0.4)
- - - - - 2.0 G
TP32 0 - 0.6 (0.6)
0.6 - 0.8 (0.2)
- 0.8 - 1.5
(0.7) - - - - -
1.5 - 2.0 (0.5)
- 2.0 G
TP33 0 - 0.7 (0.7)
- - 0.7 - 1.9
(1.2) - - - - -
1.9 - 2.1 (0.2)
- 2.1 G
TP34 0 - 0.5 (0.5)
- - 0.5 - 1.7
(1.2) 1.7 - 1.8
(0.1) - - - - - - 1.8 G
TP35 0 - 0.5 (0.5)
- - 0.5 - 1.7
(1.2) 1.7 - 1.8
(0.1) - - - - - - 1.8 G
TP36 0 - 0.6 (0.6)
- - 0.6 - 1.5
(0.9) 1.5 - 1.6
(0.1) - - - - - - 1.6 G
TP37 0 - 1.3 (1.3)
- 1.3 - 1.6
(0.3) - - - - - - - - 1.6 G
TP38 0 - 1.0
(1) 1.0 - 1.2
(0.2) - - - - - - - -
1.2 - 1.5 (0.3)
1.5 G
TP39 0 - 1.1 (1.1)
1.1 - 1.4 (0.3)
- - - - - - - - - 1.4 G
TP40 0 - 0.1 (0.1)
- - - - - - - 0.1 - 0.6
(0.5) 0.6 - 1.1
(0.5) - 1.1 G
Average Thickness (m)
0.7 0.2 0.2 0.8 0.1 0.4 0.3 0.3 0.3 0.4 0.7 1.4 -
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Typical descriptions of soil horizons encountered in the test pits are as follows:
Aeolian sand
The site is generally blanketed by a surficial aeolian sand horizon with an average thickness of 0.7 m.
This horizon was typically described as a slightly moist, reddish brown, loose, intact occasionally root
voided silty sand.
Pebble marker
A pebble marker was found to usually underlie the aeolian sand horizon and typically has an average
thickness of 0.2 m. This horizon was described as a slightly moist, reddish brown, loose, intact, silty
sand with abundant coarse, medium and fine grained, sub-angular to angular quartzite gravel and
occasional cobbles.
Calcrete
The calcrete horizons encountered on site were grouped according to the degree of cementation
(pedogenesis) and are described as follows:
Nodular calcrete was encountered in most of the test pits excavated on site and either underlies the
aeolian sand horizon or the pebble marker. The average thickness for this horizon is 0.8 m. Nodular
calcrete was described as a slightly moist, reddish brown mottled greyish white, medium dense
becoming dense with depth, nodular occasionally glaebular, sandy gravel.
Hardpan calcrete was encountered on surface on the southern portions of the study area and in the
base of tests pits (TP10, TP12, TP14, TP19, TP20, TP34, TP35 and TP36). The hardpan calcrete was
described as a greyish white, highly cemented, fine grained, soft rock calcrete. The average thickness
of this horizon is 0.14 m.
Alluvial gravel
Alluvium gravel was found in test pits TP22, TP 24, TP 25, TP 27, TP 29 and TP31 and mostly occurs
below the nodular calcrete horizon. This horizon was described as a coarse, medium and fine grained,
subrounded to rounded quartzite gravel in a matrix of slightly moist, reddish brown, medium dense,
silty sand. The average thickness for this horizon is 0.4 m.
Residual granulite
Residual granulite was encountered in the base of TP11. The horizon was described as a slightly
moist, reddish brown mottled black and stained orange, loose, intact, sandy gravel.
Highly weathered granulite bedrock
Highly weathered granulite rock was encountered in the southern portions of the site (TP01, TP02,
TP11 and TP13). The rock was described as dark grey stained yellow and orange, medium grained,
highly to moderately weathered, highly jointed and fractured, very soft rock granulite. The TLB
generally refused on this horizon.
Residual shale
The residual shale was encountered in tests pits TP21, TP22, TP24, TP30 and TP40. This horizon
was described as a slightly moist, light grey mottled dark grey and blotched orange black, medium
dense becoming dense with depth, intact, clayey sand. The average thickness of this horizon is 0.3
m.
Highly weathered shale bedrock
Highly weathered shale rock was encountered in test pit TP07, TP09, TP15, TP28, TP32, TP33, and
TP40. The shale was described as purple brown and occasionally greyish brown, stained orange red
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and black along joints, fine grained, highly weathered, highly jointed and fractured, very soft rock shale.
The average thickness excavated from this horizon is 0.4 m.
Residual conglomerate
Residual conglomerate horizon was encountered in test pit TP16, TP17 and TP38. This horizon was
described as coarse, medium and fine grained, subangular to rounded quartzite gravel in matrix of
slightly moist, reddish brown, dense becoming very dense with depth, silty sand. The average
thickness of this horizon is 0.7 m.
4.2 Dynamic Cone Penetration tests Fourteen dynamic cone penetration (DCP) tests were conducted adjacent to selected test pits to
assess in-situ soil consistencies with depth. The DCP test consists of a 20 mm diameter, 60° cone
fixed to the bottom of a vertical rod, which is driven into the ground using an 8 kg hammer that is
repeatedly lifted and dropped through a standard height of 575mm onto a coupling at the mid-height
of the rod to deliver a standard impact. Rods are threaded and can be extended in 1000 mm lengths.
A vertical scale on the side of the rod is used to measure the depth of penetration of the cone per five
consecutive blows. When there is no significant penetration after 20 consecutive blows, per
convention, it is assumed that the DCP will not penetrate the material and that refusal has occurred.
Plots of the penetration rate (mm/blow) vs depth below natural ground level (m), for each test is
contained in Appendix B.
The in-situ soil consistency was evaluated using cohesive soil consistency parameters (where DN =
cone penetration rate in mm/blow) as shown below in Table 4-2:
Table 4-2 Cohesive soil consistencies based on penetration rate
Penetration rate (DN) (mm/blow) Cohesive consistency
< 15 Very stiff
15 – 30 Stiff
30 – 55 Firm
55 – 110 Soft
> 110 Very soft
To evaluate the bearing capacity of the soils using the DCP, SRK used the following empirical
relationship proposed by Paige-Green and du Plessis (2009), in which the DCP penetration rate has
been correlated with the bearing capacity of soils for founding of structures (where DN = the cone
penetration rate in mm/blow):
𝑩𝒆𝒂𝒓𝒊𝒏𝒈 𝒄𝒂𝒑𝒂𝒄𝒊𝒕𝒚 𝒌𝑷𝒂 𝟑𝟒𝟐𝟔. 𝟖𝑫𝑵 𝟏.𝟎𝟏𝟎𝟏 4-1
The estimated in-situ CBR of the soil was evaluated by using the following empirical relationship (also
proposed by Paige-Green and du Plessis (2009)) in which the DCP penetration rate has been
correlated with the in-situ CBR (where DN = the cone penetration rate in mm/blow). Note that this
empirical relationship is only valid where DN > 2 mm/blow.
𝑰𝒏 𝒔𝒊𝒕𝒖 𝑪𝑩𝑹 𝟒𝟏𝟎𝑫𝑵 𝟏.𝟐𝟕 4-2
The DCP test results are summarised in the following sections according to different proposed
infrastructure investigated:
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General mine infrastructure
Three DCP tests (DCPTP12, DCPTP13 and DCPTP19) were conducted at the proposed general mine
infrastructure area. As indicated in Table 4-3, the DCP tests returned penetration rates related to a
generally soft to firm in-situ soil consistency from surface to a depth of approximately 0.4 m. Below 0.4
m, the penetration rate gradually decreased (indicating a stiff to very stiff soil) until reaching refusal at
a depth of approximately 1.9 m. SRK anticipates that an indicative bearing capacity of between 30-60
kPa (soft to firm soil horizon) and 80-200 kPa (stiff to very stiff horizon). The estimated in-situ near
surface CBR values of 5-15 increase to 15-60 at depth. The individual DCP profiles for DCPTP12,
DCPTP13 and DCPTP19 are attached in Appendix B.
Table 4-3 Summary of soil consistency, average indicative bearing capacity and in situ CBR at the mine infrastructure area
Depth (m) Soil consistency Indicative bearing
capacity (kPa) In-situ CBR
0 – 0.4 Soft to firm 30 – 60 5 - 15
0.4 – 1.9 Stiff to very stiff 80 – 200 25 - 60
Haul roads
Six DCP tests (DCPTP01, DCPTP11, DCPTP12, DCPTP19, DCPTP20 and DCPTP21) were
conducted along the proposed haul road. The DCP tests (summarised in Table 4-4) returned
penetration rates related to a stiff in-situ soil consistency, from surface to a depth of approximately 0.3
m becoming very stiff until reaching refusal at a depth of approximately 1.1 m. SRK anticipates that
in-situ CBR values of 5-25 increase to 30-75 with depth. The individual DCP profiles for DCPTP1,
DCPTP11, DCPTP12, DCPTP19, DCPTP20 and DCPTP21 are attached in Appendix B.
Table 4-4 Summary of soil consistency, average indicative bearing capacity and in situ CBR along the proposed haul road
Depth (m) Soil consistency Indicative bearing
capacity (kPa) In-situ CBR
0 – 0.3 Stiff 100 – 150 15 - 25
0.3 – 1.1 Very stiff to refusal 200 – 500 30 - 75
Discard dump
Six DCP tests DCPTP22, DCPTP24, DCPTP26, DCPTP30, DCPTP34 and DCPTP36 were conducted
at the proposed discard mine dump area.
As indicated in Table 4-5, the DCP tests returned penetration rates indicative of firm to stiff in-situ soil
consistency from surface to a depth of approximately 0.3 m. Below 0.3 m, the penetration rate
gradually decreased (indicating a very stiff soil) until reaching refusal at a depth of approximately 1.1
m. SRK anticipates that an indicative bearing capacity of between 90-275 kPa (stiff soil horizon) and
275-500 kPa (very stiff horizon). The individual DCP profiles for DCPTP22, DCPTP24, DCPTP26,
DCPTP30, DCPTP34 and DCPTP36 are attached in Appendix B.
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Table 4-5 Summary of soil consistency, average indicative bearing capacity and in situ CBR at the discard mine dump area
Depth (m) Soil consistency Indicative bearing
capacity (kPa) In-situ CBR
0 – 0.3 Firm to stiff 90 – 275 10 - 30
0.3 – 1.1 Very stiff to refusal 275 – 500 30 - 70
5 Results of Laboratory Analysis Representative soil samples were collected from selected horizons during test pit excavation for
geotechnical laboratory analysis. Samples were submitted to BM du Plessis Civil Engineering
laboratory, which is situated in Pretoria, Gauteng Province (South Africa). The geotechnical laboratory
test results are summarised in the sections below. For the detailed laboratory test results, please refer
to the Appendix C.
5.1 Foundation indicator test results Foundation indicator test results as received from the laboratory are summarised in Table 5-1.
From Table 5-1, the aeolian sand material is typically composed of clayey sand (SC) or clay with low
plasticity (CL). The material is fine grained with an average grading modulus (GM) of 1.0 and an
average plasticity index (PI) of 12.
Hardpan ferricrete material classify as clayey sand (SC) with a high percentage of gravel (54 %) as
indicated by the high GM of 2.1. The PI for the hardpan ferricrete is low at 8.
Nodular calcrete typically classifies as clayey sand (SC) or clayey gravel (GC). Although the material
contains fines, it is generally considered to be coarse material (50 % gravel) which is also supported
by a high GM of 2.0. The average plasticity index of the nodular calcrete is high at 39.
Residual conglomerate classifies as clayey sand (SC) containing approximately 50 % gravel. The GM
is high at 2.17 while the PI is low at 10.
Residual shale typically classifies as clayey gravel (GC) (TP07 and TP32) or clay of low plasticity (CL)
(TP40). It should be noted that the material is generally coarse with a GM ranging between 1.5 and
2.1,except for the sample taken in TP 40 which returned a high clay content (32 %) resulting in a very
low GM of 0.56. The average PI for the residual shale is 25.
Highly weathered shale typically classifies as clayey gravel (GC) with a PI of 19. The material is coarse
grained with a GM of 2.32.
Highly weathered granulite typically classifies as clayey gravel (GC) with a PI of 17. The material is
coarse grained with a GM of 2.19.
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Table 5-1 Summary of foundation indicator test results
Location ID
Depth (m)
USCS Grading Atterberg Limits
PE GM Initial
Moisture Content
Max Dry Density kg/m³
OMC %
SG Gravel % Sand % Silt % Clay %
Liquid Limit
Linear Shrinkage
Plastic Limit
Plasticity Index
Aeolian sand
TP13 0.8-1.0 SC 7 74 11 8 26 3.6 17 9 Low 1.06 - - 13.70 2.73
TP30 0.4-0.6 CL 2 47 18 33 46 12.2 26 20 Medium 0.61 - - 12.90 2.64
TP38 0.6-0.9 SC 4 77 7 12 22 2.1 14 8 Low 1.20 - - - 2.6
Average (n=3) 4 66 12 18 31 6 19 12 Low-medium 1 - - 13 2.66
Hardpan ferricrete
TP18 0.8-0.9 SC 54 36 5 5 25 3.8 17 8 Low 2.10 - 9.8 2080 2.67
Nodular calcrete
TP08 1.5-1.7 SC 50 30 5 15 73 10.5 34 39 Medium 1.92 - 16 1850 2.81
TP12 1.0-1.4 GC 58 27 8 7 70 11.6 26 38 Low 2.12 - - - 2.71
Average (n=2) 54 29 7 11 72 11 30 39 Low-medium 2 - 16 1850 2.76
Residual conglomerate
TP16 0.8-1.0 SC 56 34 5 5 30 3.2 26 10 Low 2.17 - - - 2.62
Residual shale
TP07 0.6-0.8 GC 57 32 6 5 28 4.1 26 9 Low 2.11 - 11.2 1980 2.7
TP32 1.6-1.8 GC 54 34 23 11 79 14.1 26 49 Low 1.52 - 14 1840 2.68
TP40 0.3-0.4 CL 10 27 31 32 41 9.2 26 17 Low 0.56 - - - 2.65
Average (n=3) 40 31 20 16 49 9 26 25 Low 1 - 13 1910 2.68
Highly weathered shale
TP40 0.8-1.0 GC 70 15 7 8 43 7.1 26 19 Low 2.32 - 14 1910 2.62
Highly weathered granulite
TP01 1.8-2.0 GC 60 28 4 8 37 9.5 26 17 Low 2.19 - - - 2.76
Notes:
CL – Clay of low plasticity SC – Clayey sand GC – Clayey gravel
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5.2 Atterberg limits The Atterberg Limits for the fine-grained fractions of the samples were plotted on a plasticity graph (A-
line), using the relationship between the plasticity index (PI) and liquid limit (LL) and are depicted in
Figure 5-1. Note that the relationship is determined for the < 425 μm soil fraction as the LL and PI is
determined for that fraction. This relationship is used to assess whether the fines component of the
soil is dominated by either silt or clay fractions.
CYGNUS GEOTECHNICAL INVESTIGATION
PLASTICITY GRAPH Project No.
544580
Figure 5-1 Plasticity Graph
From Figure 5-1, it is evident that the bulk of the samples plot on or above the A-line. The aeolian
sand material generally classifies as clays of low plasticity (CL) or clays of intermediate plasticity (CI).
Similarly, the residual shale also shows the same trend as the aeolian sands with an exception of one
sample (TP32) classifying as clay with very high plasticity. The nodular calcrete typically classifies as
clay of very high plasticity (CV). The hardpan ferricrete and the residual conglomerate classify as clay
of low plasticity (CL). Highly weathered shale and highly weathered granulite classify as clay of
intermediate plasticity (CI).
5.3 Potential expansiveness The results of the foundation indicator tests were plotted on the Van der Merwe Graph (Figure 5-2) to
assess the potential expansiveness of the soil samples. This plots the samples as a function of the
adjusted PI (PI of the whole sample (PIws)) which is defined as the PI multiplied by the fraction of soil
that passes the 0.425 mm sieve) against the clay percentage of each sample.
From Figure 5-2, it is evident that the soil samples tested typically classify as having a low potential
expansiveness (<2%) with an exception of the nodular calcrete which ranges between a low potential
expansiveness (<2%) to medium potential expansiveness (2%).
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CYGNUS GEOTECHNICAL INVESTIGATION
VAN DER MERWE POTENTIAL EXPANSIVENESS GRAPH Project No.
544580
Figure 5-2 Van der Merwe potential expansiveness graph
5.4 Mod AASHTO compaction and soil specific gravity The maximum dry density (MDD) and the optimum moisture content (OMC) relationship were
determined for six samples. A summary of the moisture, density relationship of the samples is
contained in Table 5-2.
Table 5-2 Summary of moisture-density relationship
Location ID Depth (m) Optimum
Moisture Content (OMC) (%)
Maximum dry Density (MDD)
(kg/m3)
Specific Gravity (SG)
Hardpan ferricrete TP18 0.8-0.9 9.8 2080 2.67
Nodular calcrete TP08 1.5-1.7 16 1850 2.81
Residual shale TP07 0.6-0.8 11.2 1980 2.7 TP32 1.6-1.8 14 1840 2.68
Average (n=2) 12.6 1910 2.69 Highly weathered shale
TP40 0.8-1.0 14 1910 2.62 Highly weathered granulite
TP01 1.8-2.0 9.4 2070 2.76
From Table 5-2, the hardpan ferricrete returned an MMD of 2080 kg/m3 at an OMC of 9.8% with a SG
of 2.67. Nodular calcrete returned an MDD of 1850 kg/m3 at an OMC of 16% with a SG of 2.81. The
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residual shale returned an average MDD of 1910 kg/m3 (range 1840 to 1980 kg/m3), an average OMC
of 12.6% (range 11.2 to 14 %) and an average SG of 2.69 (range 2.68 to 2.7). The highly weathered
shale returned an MDD of 1910 kg/m3 at an OMC of 14% and an SG of 2.62. Weathered granulite
returned an MDD of 2070 kg/m3 at an OMC of 9.4% and an SG of 2.76.
For quality control purposes, the moisture-density relationship of the samples was compared to the
0 %, 5% and 10% air voids curves (Figure 5-3, Figure 5-4 and Figure 5-5) for a specific gravity (SG)
deemed applicable to the material types.
The 0% air voids curve represents the maximum possible density that the soil can be compacted to or
a given water content. This degree of compaction is however unattainable in practice and serves as a
quality control check to judge the correctness of the laboratory data as reported compactive efforts
should plot completely to the left of the 0% air voids curve.
𝝆𝒅 𝝆𝒘
𝒘
𝟏𝟎𝟎
𝟏
𝑺𝑮
5-1
Where:
𝜌 = Dry density (kg/m3)
𝜌 = Density of water (1000 kg/m3)
w = Water content (%)
SG = Specific gravity (unit less)
From Figure 5-3, it is evident that at a SG of 2.7, the hardpan ferricrete encountered on site, plots left
of the 0% air voids line and the OMC of 9.8% between the 0 and 5% air void lines. The nodular calcrete
plots left of the 0% air voids line at an SG of 2.81. The OMC for the nodular calcrete plots between the
0 and 5% air void lines.
From Figure 5-4, the two residual shale samples both plot left of the 0% air voids line for an average
SG of 2.69. The OMC ranging between 11 and 14% plots between the 0 and 5% air void lines. Highly
weathered shale plots past the 0 % void line at an SG of 2.62, however, the OMC of 14 % plots
between the 0 and 5 % lines (near the 0 % void line).
Figure 5-5 indicates that the highly weathered granulite plots past the 0% air void line at a SG of 2.76,
but that the OMC of 9.4% does plot between the 0 and 5% air void lines (near the 0% air void line).
Since the hardpan ferricrete, nodular ferricrete and residual shale plots entirely left of the 0% air void
line, these test results are considered acceptable. For the highly weathered shale and highly
weathered granulite, the test results returned values plotting past the 0% air void lines which probably
indicates a slight underestimation of the SG of these materials.
.
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Hardpan ferricrete Nodular calcrete
CYGNUS GEOTECHNICAL INVESTIGATION
OMC AND MDD RELATIONSHIP GRAPH Project No.
544580
Figure 5-3 OMC and MDD relationship graphs
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Residual shale Highly weatered shale
CYGNUS GEOTECHNICAL INVESTIGATION
OMC AND MDD RELATIONSHIP GRAPH Project No.
544580
Figure 5-4 OMC and MDD relationship graphs (continued…)
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Highly weatered granulite
CYGNUS GEOTECHNICAL INVESTIGATION
OMC AND MDD RELATIONSHIP GRAPH Project No.
544580
Figure 5-5 OMC and MDD relationship graphs (continued…)
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5.5 California bearing ratio (CBR) tests California Bearing Ratio (CBR) tests were performed on the same samples for which the MDD and
OMC were determined. The results are summarised in Table 5-3.
Table 5-3 Summary of CBR results
ID Material CBR Value at % Compaction
G-class* 90 % 93 % 95 % 98 % 100 %
TP18 Hardpan ferricrete
46 59 70 90 107 G5
TP08 Nodular calcrete 13 19 23 33 42 -
TP07 Residual shale 24 28 30 35 38 G6
TP32 Residual shale 4 5 5 6 7 -
TP40 Highly
weathered shale 8 11 13 19 24 -
TP01 Highly
weathered granulite
2 4 5 8 11 -
*COLTO, March 1998
From Table 5-3, the hardpan ferricrete (TP18) classifies as G5 material as per the COLTO
specification.
Although the nodular calcrete (TP08) returned a CBR of 19 at 93% compaction, the material did not
meet the minimum requirements for G7 specification due to a PI value (39) which is higher than 12 or
3 x GM + 10.
The residual shale (TP07) classified as G6 whereas the residual shale from TP32 did not meet the
minimum G-class specification due to a higher PI (49), LS (14.1), LL (79) and returned a lower CBR
value than required.
The highly weathered shale (TP40) did not meet the minimum requirement for G8 specification due to
the PI (19) exceeding 12 or 3 x GM +10.
Highly weathered granulite typically returned low CBR values and higher PI value (17) than the G9
class specification requirements.
5.6 Soil density tests Undisturbed samples were taken during test pit excavation to measure the in-situ soil density and
moisture content. Note that the aeolian sand on site was the only material that remained intact during
the sampling procedure, therefore, it is the only material that was submitted for density tests. The
results are summarised in Table 5-4.
Table 5-4 Bulk density and moisture content summary
Location ID Material Type Depth (m)
Average
Moisture
Content (%)
Average Bulk
Density (kg/m3)
Average Dry
Density (kg/m3)
TP13 Aeolian sand 0.8-1.0 4.6 1578 1509
TP01 Aeolian sand 1.0-1.2 11.3 1956 1757
TP30 Aeolian sand 0.4-0.6 9.7 1865 1705
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From Table 5-4, the average dry density of aeolian sand ranges between 1509 to 1757 kg/m3.
5.7 Permeability tests Falling head permeability tests were conducted on the one sample from TP30 that was used for density
determination. The laboratory permeability test results are compared to typical results expected from
classification tests (from Look, 2007) as summarised in Table 5-5.
Table 5-5 Permeability test result summary
Location ID Depth (m) Material Type USCS
Anticipated k
Based on USCS
(m/s)
Permeability (m/s)
TP30 0.4-0.6 Aeolian sand CL 10-9 to 10-7 9.75 x 10-10
From Table 5-5, it is evident that the aeolian sand returned a permeability of 9.75 x 10-10 m/s, which
is lower than the anticipated permeability of 10-9 to 10-7 m/s (based on USCS soil type CL).
5.8 Collapse potential tests In South Africa, collapse settlement is the term applied to the additional settlement which occurs in a
soil profile due to the wetting up of a partially saturated collapsible soil under constant load. According
to Swartz (1985), for collapse to occur, the following soil conditions must be met:
The soil must have a collapsible fabric. The soil must have a collapsible soil fabric which is usually
exhibited in the profile as open textured (pin holed) silty or sandy soil. The soil usually exhibits
relatively high shear strength at low moisture content due to colloidal or other coatings around
individual grains that bridge grains together. The soil would typically have a high void ratio and
low dry density (usually < 1500 kg/m³);
Soil must be partially saturated. Collapse settlement will not occur in soils with a collapsible grain
structure below the water table;
An increase in moisture content must occur. Collapse is triggered under increasing moisture
content as bridging colloidal material undergoes a loss of strength and the soil grains are forced
into a denser state of packing with a reduction in void ratio;
Collapsible soils need to be subjected to an imposed pressure greater than their overburden
pressure before collapse will take place.
Collapse potential (CP) tests were conducted on two undisturbed samples taken from test pits using
Shelby tube sampling. A summary of the collapse potential test results as received from the laboratory
is contained in Table 5-6.
The Collapse potential is defined as:
𝑪𝑷∆𝒆𝒄
𝟏 𝒆𝟎. 𝟏𝟎𝟎 5-2
Where Δec = change in void ratio, at 200 kPa, upon wetting;
e0 = original void ratio.
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Table 5-6 Collapse potential test result summary
Location ID
Material Type
Depth (m)
Dry Density (kg/m3)
Original void ratio (e0)
Change in void ratio (Δe)
CP (%) *Severity
TP01 Aeolian sand 1.0-1.2 1666 0.657 0.139 8.4 Trouble
TP13 Aeolian sand 0.8-1.0 1613 0.692 0.046 2.7 Moderate
trouble
Notes:
*Severity class (Jennings and Knight (1975)):
No problem 0-1%; Moderate trouble 1-5%; Trouble 5-10%; Severe trouble 10-20%; Very severe trouble >20 %
From Table 5-6, it is evident that although the dry density of the aeolian sand is slightly higher than
the 1500 kg/m3 criteria (1613 – 1666 kg/m3) the material does indicate collapse potential when
subjected to an increase in both moisture and load. Following Jennings and Knight (1975), the severity
class associated with the amount of collapse settlement calculated from the laboratory tests (8.4%
and 2.7 %) results in moderate trouble and trouble respectively.
5.9 Shearbox tests A remoulded direct shear-box test was conducted on one undisturbed sample of aeolian sand taken
from TP38 to determine the strength parameters (cohesion (c') and friction angle (ϕ')). The results of
the shear strength test are summarised in Table 5-7.
Table 5-7 Shear strength test summary
Location ID Material Type Depth (m) c' (kPa) ϕ' (°)
TP38 Aeolian sand 0.6-0.75 7.1 32.4
From Table 5-7, it is evident that the aeolian sand is typically returned a cohesion of 7.1 kPa and a
friction angle of 32° which is within the typical range for sandy material, although the cohesion is
probably over estimated.
5.10 Soil chemical tests The potential corrosivity towards metal as well as the aggressiveness towards foundation concrete
and fibre cement pipes was determined for two soil samples. A summary of the test results are
contained in Table 5-8, followed by the material classification according to the different indices in
Table 5-9 to Table 5-11.
Table 5-8 Summary of soil corrosivity and aggressivity indices
Sample ID
Depth (m) Material pH Langelier Ryznar CR LCSI SCSI Nc
TP12 1.0-1.4 Nodular calcrete
8.8 -1.5 10.4 0.7 1515 3 1517
TP13 0.8-1.0 Aeolian
sand 8.7 -1.3 9.9 0.6 1312 1 1313
Notes: pHs – Value at 20°C SCSI – Spalling corrosion sub-index
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CR – Corrosivity Ratio Nc – Aggressiveness index LCSI – Leaching corrosion sub-index
Table 5-9 Aggressiveness towards concrete and fibre cement pipes
Aggressiveness towards concrete and fibre cement pipes
Index Aggressive Neutral Non- Aggressive
1. Stability pH (pHs) >pH = pH <pH
Material on site returned pH values (at 20°C) of between 8.8 and 8.7. The material thus
classifies as being aggressive in terms of the pH.
2. Langelier Index Neg. Value Zero Pos. Value
Langelier values of -1.5 to -1.3. As the values are negative, the material is considered
aggressive in terms of the Langelier Index.
3. Ryznar Index >7.5 6-7 <6
Ryznar values of 9.9 to 10.4. Both samples returned values higher than the 7.5 and is thus
considered to be aggressive in terms of the Ryznar Index.
Table 5-10 Corrosivity towards metals
Corrosiveness towards metals
Corrosivity >0.2
Corrosivity ratios range from 0.6 to 0.7 which classifies the material on site as being corrosive
towards metals.
Table 5-11 Aggressiveness index
Aggressiveness index
Nc Aggressiveness
Not greater than 300 None to mild
400-700 Mild to moderate
800-1000 High
= or > 1 100 Very high
Material on site classified as high to very high aggressiveness towards concrete, fibre cement
pipes as well as buried metal with Nc values ranging from 1313 to 1517.
6 General Geotechnical Evaluation The purpose of this section is to evaluate the likely geotechnical properties of the project area against
geotechnical constrains for development (as per SANS 634: 2011). A summary of the anticipated site
conditions as compared to typical constraints presented in Table 6-1.
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Table 6-1 Summary of expected site geotechnical conditions compared to the typical geotechnical constraints.
Geotechnical
Constraints Site Conditions
*Severity
Class
Collapsible soils
The surficial aeolian sand covering most of the site is
anticipated to be collapsible. Following Jennings and
Knight (1975) the collapse potential is considered as
“moderate trouble” and “trouble”.
3
Seepage No groundwater seepage was encountered in test pits. 1
Active soils The material on site is classified as having a low to
medium potential expansiveness. 2
Compressive soil The aeolian sand and nodular calcrete are anticipated to
be moderately compressible. 2
Erodible soil Low erodibility is anticipated over the site. 1
Difficulty of excavation to
-1.5 m depth
Intermediate, occasionally hard depending on the
presence of calcrete and the pedogenic phase in which
it occurs (e.g. nodular and hardpan). The overall
average refusal depth for the site is 1.4 m. Note that this
is based on using a Case 580T TLB.
2
Undermined ground
SRK does not anticipate undermining currently within the
vicinity below the proposed plant and associated
infrastructure area.
1
Instability in areas of
soluble rock
The site is not underlain by soluble rock types. 1
Areas subjected to
seismic activity
Less than 10% probability of an event of 0.2-0.4 m/s2,
within 50 years. Note that this does not take seismicity
due to mining activities into account.
1
*Geotechnical classes: Most favourable (1) Intermediate (2) Least favourable (3)
7 Discussion and Geotechnical Interpretation
7.1 Foundation consideration
7.1.1 Lightly loaded structures
For the purpose of this study, lightly loaded structures are considered to be structures with a foundation
pressure of less than 150 kPa.
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In consideration of the subsurface conditions encountered on site, SRK is of the opinion that surficial
aeolian sands should be removed for spoil underneath structure footprints as this material is
anticipated to have a low bearing capacity and is likely prone to collapse settlement.
It is estimated that excavations ranging from 0.6 mbgl to 1.5 mbgl will be required to remove these soil
horizons to allow foundations to be placed on residual conglomerate or residual shale to highly
weathered shale. Alternatively, foundations can be placed inside the collapsible soil horizon provided
that material have been removed to a depth of 1.5 m x foundation width and replaced with compacted
competent material up to foundation level. Another alternative may be to rip, moisture condition and
recompact the collapsible soil horizon to mitigate collapse settlement by destroying the collapse fabric
of the soil. Modified normal construction methods will apply (e.g. reinforced footings, articulated joints,
site drainage precautions etc).
7.1.2 Heavy load structures
For the purpose of this study, heavy structures are considered to be structures with a foundation
pressure of more than 150 kPa and may include the discard dump, pollution control dam (PCD) wall
and other structures within the plant area (e.g. crusher, thickener etc).
SRK is of the opinion that transported soil horizons (aeolian sand and alluvium) should be removed
for spoil prior to foundation preparation. In situ materials such as nodular calcrete and residual soils
may prove adequate foundation materials after in situ compaction with cement or lime stabilization to
reduce the PI (but should be assessed for each structure). Foundations for heavy structures can be
placed at depth of refusal on rock, either by excavation or piling depending on the level of the
foundation performance criteria. Depending of settlement tolerances of heavy structures, engineered
constructed rock or G6 aggregate terraces may also be considered for foundation purposes of heavy
structures, provided underlying unsuitable materials have been removed.
7.1.3 Site trafficability
Site trafficability may be of concern in the northern high-lying areas due to the presence of sandstone
rock outcrops. It is likely that in situ aeolian sand and nodular calcrete will constitute appropriate
subgrade (i.e. in situ soil) after topsoil have been removed and the material have been ripped and
compacted, given that an in situ CBR of >30 was typically measured for haul road DCP’s.. For the
base and wearing course roadworks layers, crushed sandstone, hardpan calcrete and ferricrete should
be considered.
7.1.4 Excavatability
According to SANS 1200 D-1998, excavatability of materials is divided into four categories:
Soft excavation in which material can be excavated by plant fitted with a single tine ripper with a
mass of approximately 22 t and a flywheel output in the range of 145 to 245 kw;
Intermediate excavation in which material can be excavated by plant with a mass of approximately
35 t fitted with a single tine ripper, and whose flywheel output is 220 kw;
Hard rock excavation in which blasting or wedge and splitting techniques are required to remove
material; and
Boulder excavation.
Following the categories above, the site can generally be described as having a soft excavation
condition to a general depth of 1.5 m. Zones of intermediate excavatability may be encountered below
1.5 m as it is anticipated that the residual soils grades in to soft rock at depth and the nodular calcrete
also expected to grade into hardpan calcrete at depth.
SRK Consulting: 544580: Geotechnical Investigation Page 26
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Note that the excavatability of the material is interpolated between known conditions in the investigated
test pits only.
7.1.5 Recommendations for additional investigations (e.g. rotary core borehole drilling)
From the exploratory TLB test pit excavation, it is evident that limited deep information was obtained
as the average depth to refusal was 1.4 m. SRK therefore recommends the drilling of rotary core
boreholes across the site for certain elements of the infrastructure. Rotary core drilling is rather
recommended as DPSH testing will be of limited benefit to assess deeper founding conditions. It is
recommended that the following infrastructure, in particular, require deeper investigative assessment
in this way as follows:
As the discard dump is in the design phase, SRK recommends drilling two shallow rotary core
boreholes to 15 m bgl to confirm the absence of soft material below the calcrete and to confirm
depth to bedrock in the discard dump footprint.
Two shallow rotary core boreholes are also recommended in the plant and other associated
infrastructure area to assess the typical depth to bedrock for structures that may require
foundation at deeper levels (e.g. crusher).
It is recommended that three orientated deeper (30 m bgl) rotary core borehole are drilled at and
either side of the location of the decline portal in the proposed box-cut position. This will enable
SRK to provide the client with preliminary rock mass properties that will be required for the design
of the box cut, decline, portal, brow and initial portion of the underground tunnel.
.
SRK Consulting: 544580: Geotechnical Investigation Page 27
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Prepared by
___________________________________
Paul Aucamp Pr Sci Nat
Associate Partner/ Principal Engineering
Geologist
Reviewed by
___________________________________
John Stiff Pr Sci Nat
Partner and Principal Engineering Geologist
All data used as source material plus the text, tables, figures, and attachments of this document have
been reviewed and prepared in accordance with generally accepted professional engineering and
environmental practices.
SRK Consulting: 544580: Geotechnical Investigation Page 28
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
8 References 1. Brink, A.B.A. and Bruin, R.M.H. (2002). Guidelines for Soil and Rock Logging in South Africa, 2nd
Impression, Proceedings, Geoterminology Workshop organized by AEG, SAICE and SAIEG,
1990;
2. TRH10 (1994). The design of road embankments. Committee of state road authorities. Pretoria.
South Africa.
3. TRH 14 (1985). Guidelines for Road Construction Materials. Technical Recommendations for
Highways, Department of Transport, Pretoria.
4. Weinert, H.H., 1980. The natural road construction materials of southern Africa. Academica. Cape
Town.
SRK Consulting: 544580: Geotechnical Investigation Page 29
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Appendices
SRK Consulting: 544580: Geotechnical Investigation Page 30
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Appendix A: Soil Profile Logs
1.0
1.2
1.0
1.2
1.8
2.0
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP01Sheet 1 of 1
HOLE No: TP01Sheet 1 of 1
HOLE No: TP01Sheet 1 of 1
HOLE No: TP01Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.40
0.00
1.60
2.00
Slightly moist, reddish brown, loose, voided, siltySAND with minor fine subangular to angular quartzitegravel. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in a matrix of slightly moist,reddish brown, loose becoming dense with depth, siltySAND. PEBBLE MARKER.
Dark grey stained yellow and orange, medium to finegrained, highly weathered, highly jointed andfractured, very soft rock Granulite. VERY SOFTROCK GRANULITE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Small undisturbed sample taken at 1.0 - 1.2 m bgl.
4) Bulk disturbed sample taken at 1.0 - 1.2 m bgl.
5) Bulk disturbed sample taken at 1.8 - 2.0 m bgl.
6) E.O.H at 2.0 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
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13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP01HOLE No: TP01HOLE No: TP01HOLE No: TP01
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP02Sheet 1 of 1
HOLE No: TP02Sheet 1 of 1
HOLE No: TP02Sheet 1 of 1
HOLE No: TP02Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.90
0.00
1.10
1.20
Slightly moist, reddish brown, loose, voided, siltySAND with minor fine subangular to angular quartzitegravel. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in a matrix of slightly moist,reddish brown, loose becoming dense with depth, siltySAND. PEBBLE MARKER.
Dark grey stained yellow and orange, medium to finegrained, moderately weathered, highly jointed andfractured, very soft rock Granulite. VERY SOFTROCK GRANULITE.
Scale1:10
NOTES
1) NO groundwater seepage encountered.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.20 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
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13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP02HOLE No: TP02HOLE No: TP02HOLE No: TP02
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP03Sheet 1 of 1
HOLE No: TP03Sheet 1 of 1
HOLE No: TP03Sheet 1 of 1
HOLE No: TP03Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.40
0.00
0.90
Slightly moist, reddish brown, loose, voided, siltySAND with minor subangular to angular fine quartzitegravel. AEOLIAN.
Coarse, medium and fine grained quartzite gravel in amatrix of slightly moist, reddish brown, loosebecoming dense with depth, silty SAND. PEBBLEMARKER.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No Sample taken.
4) E.O.H at 0.90 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP03HOLE No: TP03HOLE No: TP03HOLE No: TP03
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP04Sheet 1 of 1
HOLE No: TP04Sheet 1 of 1
HOLE No: TP04Sheet 1 of 1
HOLE No: TP04Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.30
0.00
0.40
Coarse, medium and fine grained calcrete gravel inmatrix of slightly moist, reddish brown, loosebecoming dense with depth, nodular, sandy GRAVEL.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 0.40 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP04HOLE No: TP04HOLE No: TP04HOLE No: TP04
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP05Sheet 1 of 1
HOLE No: TP05Sheet 1 of 1
HOLE No: TP05Sheet 1 of 1
HOLE No: TP05Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.40
0.00
1.60
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Reddish brown stained orange and black, fine tomedium grained, highly cemented, soft rockFERRICRETE. HARDPAN FERRICRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.60 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
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13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP05HOLE No: TP05HOLE No: TP05HOLE No: TP05
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP06Sheet 1 of 1
HOLE No: TP06Sheet 1 of 1
HOLE No: TP06Sheet 1 of 1
HOLE No: TP06Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.20
0.00
0.40
Slightly moist, reddish brown, loose, pinholed and rootvoided, silty SAND with abundant fine roots.AEOLIAN.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 0.40 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP06HOLE No: TP06HOLE No: TP06HOLE No: TP06
0.2
0.3
0.6
0.8
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP07Sheet 1 of 1
HOLE No: TP07Sheet 1 of 1
HOLE No: TP07Sheet 1 of 1
HOLE No: TP07Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.30
0.00
0.90
Slightly moist, dark brown, loose, voided, silty SANDwith minor subangular to angular quartzite gravel.AEOLIAN.
Purple brown, stained greyish white along joints, finegrained, laminated, moderately weathered, highlyjointed and fractured, very soft rock SHALE. VERYSOFT ROCK SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Small disturbed sample taken at 0.2 - 0.3 m bgl.
4) Bulk disturbed sample taken at 0.6 - 0.8 m bgl.
5) E.O.H at 0.90 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP07HOLE No: TP07HOLE No: TP07HOLE No: TP07
1.5
1.7
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP08Sheet 1 of 1
HOLE No: TP08Sheet 1 of 1
HOLE No: TP08Sheet 1 of 1
HOLE No: TP08Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.70
0.00
1.80
Coarse, medium and fine grained calcrete gravel inmatrix of slightly moist, reddish brown, loosebecoming dense with depth, nodular, sandy GRAVEL.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage.
2) Stable sidewalls during excavation.
3) Bulk disturbed sample taken at 1.5 - 1.7 m bgl.
4) E.O.H at 1.8 m bgl. Gradual refusal on hardpan calcrete.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
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13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP08HOLE No: TP08HOLE No: TP08HOLE No: TP08
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP09Sheet 1 of 1
HOLE No: TP09Sheet 1 of 1
HOLE No: TP09Sheet 1 of 1
HOLE No: TP09Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.10
0.00
0.60
1.00
Slightly moist, dark brown, loose, intact, silty SANDwith minor nodular calcrete and abundant roots.AEOLIAN.
Slightly moist, dark brown mottled greyish white,medium dense becoming dense with depth, intact,sandy GRAVEL consisting of nodular calcrete .NODULAR CALCRETE.
Purple brown, stained greyish white along joints, finegrained, laminated, moderately weathered, highlyjointed and fractured, very soft rock SHALE. VERYSOFT ROCK SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 0.10 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
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13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP09HOLE No: TP09HOLE No: TP09HOLE No: TP09
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP10Sheet 1 of 1
HOLE No: TP10Sheet 1 of 1
HOLE No: TP10Sheet 1 of 1
HOLE No: TP10Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.50
0.00
1.60
Dry, light reddish brown mottled greyish white,medium dense becoming dense with depth, nodularwith glaebular zones, sandy GRAVEL consisting ofnodular calcrete . NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.60 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP10HOLE No: TP10HOLE No: TP10HOLE No: TP10
0.6-0.7
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP11Sheet 1 of 1
HOLE No: TP11Sheet 1 of 1
HOLE No: TP11Sheet 1 of 1
HOLE No: TP11Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.30
0.00
0.40
0.70
Slightly moist, reddish brown, loose, voided, siltySAND with minor fine subangular to angular quartzitegravel. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in a matrix of slightly moist,reddish brown, loose becoming dense with depth, siltySAND. PEBBLE MARKER.
Slightly moist, reddish brown mottled black andstained orange, loose, intact, sandy Gravel.RESIDUAL GRANULITE
Scale1:10
NOTES
1) No groundwater seepage encountered.
2) Stable sidewalls during excavation.
3) Bulk sample taken at 0.6-0.7 m bgl.
4) E.O.H at 0.70 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP11HOLE No: TP11HOLE No: TP11HOLE No: TP11
1.0-1.4
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP12Sheet 1 of 1
HOLE No: TP12Sheet 1 of 1
HOLE No: TP12Sheet 1 of 1
HOLE No: TP12Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.40
0.00
1.80
1.90
Slightly moist, light reddish brown, loose, intact, siltySAND. AEOLIAN.
Slightly moist, dark brown mottled greyish white,medium dense becoming dense with depth, nodular toglaebular, sandy GRAVEL consisting of nodularcalcrete. NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Bulk sample taken at 1.0-1.4 m bgl.
4) E.O.H at 1.90 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP12HOLE No: TP12HOLE No: TP12HOLE No: TP12
0.8-1.0
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP13Sheet 1 of 1
HOLE No: TP13Sheet 1 of 1
HOLE No: TP13Sheet 1 of 1
HOLE No: TP13Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
2.30
0.00
2.70
Slightly moist, dark brown, loose, intact, silty SANDwith abundant coarse, medium and fine grainedsubangular to angular calcrete gravel minor roots.AEOLIAN.
Light grey speckled dark grey and black, medium tocoarse grained, highly weathered, highly jointed andfractured, very soft rock Granulite. VERY SOFTROCK GRANULITE.
Scale1:15
NOTES
1) No groundwater seepage observed.
2) Unstable sidewalls during excavation.
3) Bulk sample taken at 0.8-1.0 m bgl.
4) E.O.H at 2.70 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP13HOLE No: TP13HOLE No: TP13HOLE No: TP13
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP14Sheet 1 of 1
HOLE No: TP14Sheet 1 of 1
HOLE No: TP14Sheet 1 of 1
HOLE No: TP14Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.40
0.00
0.60
1.80
2.00
Slightly moist, reddish brown, loose, intact, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 2.0 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP14HOLE No: TP14HOLE No: TP14HOLE No: TP14
0.3-0.5
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP15Sheet 1 of 1
HOLE No: TP15Sheet 1 of 1
HOLE No: TP15Sheet 1 of 1
HOLE No: TP15Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
0.80
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Light grey stained orange red and black along joints,fine grained, laminated, highly weathered, highlyjointed and fractured, very soft rock SHALE. VERYSOFT ROCK SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Bulk disturbed sample taken at 0.3-0.5 m bgl.
4) E.O.H at 0.8 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP15HOLE No: TP15HOLE No: TP15HOLE No: TP15
0.8-1.0
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP16Sheet 1 of 1
HOLE No: TP16Sheet 1 of 1
HOLE No: TP16Sheet 1 of 1
HOLE No: TP16Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.30
0.00
0.50
1.50
Slightly moist, reddish brown, loose, voided, siltySAND with occasional roots. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Coarse, medium and fine grained subrounded torounded quartzite gravel in a matrix of slightly moist,reddish brown, stained orange brown, densebecoming very dense with depth, intact, sandyGRAVEL. RESIDUAL CONGLOMERATE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Bulk disturbed sample taken at 0.8-1.0 m bgl.
4) E.O.H at 1.5 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP16HOLE No: TP16HOLE No: TP16HOLE No: TP16
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP17Sheet 1 of 1
HOLE No: TP17Sheet 1 of 1
HOLE No: TP17Sheet 1 of 1
HOLE No: TP17Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.30
0.00
0.60
1.40
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Coarse, medium and fine grained subrounded torounded quartzite gravel in a matrix of slightly moist,reddish brown, stained orange brown, densebecoming very dense with depth, intact, sandyGRAVEL. RESIDUAL CONGLOMERATE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.40 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
17/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP17HOLE No: TP17HOLE No: TP17HOLE No: TP17
0.8-0.9
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP18Sheet 1 of 1
HOLE No: TP18Sheet 1 of 1
HOLE No: TP18Sheet 1 of 1
HOLE No: TP18Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.50
0.00
0.70
0.90
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Reddish brown stained orange and black, fine tomedium grained, highly cemented, soft rockFERRICRETE. HARDPAN FERRICRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Bulk disturbed sample taken at 0.8-0.9 m bgl.
4) E.O.H at 0.9 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP18HOLE No: TP18HOLE No: TP18HOLE No: TP18
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP19Sheet 1 of 1
HOLE No: TP19Sheet 1 of 1
HOLE No: TP19Sheet 1 of 1
HOLE No: TP19Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
0.80
1.00
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.0 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP19HOLE No: TP19HOLE No: TP19HOLE No: TP19
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP20Sheet 1 of 1
HOLE No: TP20Sheet 1 of 1
HOLE No: TP20Sheet 1 of 1
HOLE No: TP20Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.40
0.00
0.50
1.40
1.50
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Dry, reddish brown mottled greyish white, mediumdense becoming dense with depth, nodular, sandyGRAVEL consisting of nodular calcrete. NODULARCALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.5 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP20HOLE No: TP20HOLE No: TP20HOLE No: TP20
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP21Sheet 1 of 1
HOLE No: TP21Sheet 1 of 1
HOLE No: TP21Sheet 1 of 1
HOLE No: TP21Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.50
0.00
0.60
1.30
1.50
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete .NODULAR CALCRETE.
Slightly moist, purple brown stained red and black,medium dense becoming dense with depth, intact,sandy GRAVEL. RESIDUAL SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.5 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP21HOLE No: TP21HOLE No: TP21HOLE No: TP21
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP22Sheet 1 of 1
HOLE No: TP22Sheet 1 of 1
HOLE No: TP22Sheet 1 of 1
HOLE No: TP22Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.50
0.00
0.60
1.30
1.40
1.70
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete .NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium densebecoming very dense with depth, intact, silty SAND.ALLUVIUM
Slightly moist, purple brown stained red and black,medium dense becoming dense with depth, intact,sandy GRAVEL. RESIDUAL SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.7 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP22HOLE No: TP22HOLE No: TP22HOLE No: TP22
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP23Sheet 1 of 1
HOLE No: TP23Sheet 1 of 1
HOLE No: TP23Sheet 1 of 1
HOLE No: TP23Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
0.80
1.20
1.40
Slightly moist, reddish brown, medium dense, voided,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.9 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP23HOLE No: TP23HOLE No: TP23HOLE No: TP23
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP24Sheet 1 of 1
HOLE No: TP24Sheet 1 of 1
HOLE No: TP24Sheet 1 of 1
HOLE No: TP24Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
0.70
1.20
1.30
1.70
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium densebecoming very dense with depth, intact, silty SAND.ALLUVIUM
Slightly moist, purple brown stained red and black,medium dense becoming dense with depth, intact,sandy GRAVEL. RESIDUAL SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.7 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP24HOLE No: TP24HOLE No: TP24HOLE No: TP24
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP25Sheet 1 of 1
HOLE No: TP25Sheet 1 of 1
HOLE No: TP25Sheet 1 of 1
HOLE No: TP25Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
0.80
1.35
1.50
Slightly moist, reddish brown, medium dense, voided,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium densebecoming very dense with depth, intact, silty SAND.ALLUVIUM
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.5 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP25HOLE No: TP25HOLE No: TP25HOLE No: TP25
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP26Sheet 1 of 1
HOLE No: TP26Sheet 1 of 1
HOLE No: TP26Sheet 1 of 1
HOLE No: TP26Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.80
0.00
0.90
1.40
1.60
Slightly moist, reddish brown, medium dense, voided,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.6 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP26HOLE No: TP26HOLE No: TP26HOLE No: TP26
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP27Sheet 1 of 1
HOLE No: TP27Sheet 1 of 1
HOLE No: TP27Sheet 1 of 1
HOLE No: TP27Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
0.70
1.90
Slightly moist, reddish brown, medium dense, intact,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium dense, intact,silty SAND. ALLUVIUM
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.9 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP27HOLE No: TP27HOLE No: TP27HOLE No: TP27
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP28Sheet 1 of 1
HOLE No: TP28Sheet 1 of 1
HOLE No: TP28Sheet 1 of 1
HOLE No: TP28Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
0.70
1.60
1.80
Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete. NODULAR CALCRETE.
Purple brown, stained greyish white, fine grained,laminated, highly weathered, highly jointed andfractured, very soft rock SHALE. VERY SOFTROCK SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.8 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP28HOLE No: TP28HOLE No: TP28HOLE No: TP28
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP29Sheet 1 of 1
HOLE No: TP29Sheet 1 of 1
HOLE No: TP29Sheet 1 of 1
HOLE No: TP29Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
0.80
1.50
2.00
Slightly moist, reddish brown, medium dense, voided,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete. NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium dense, intact,silty SAND. ALLUVIUM
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.9 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP29HOLE No: TP29HOLE No: TP29HOLE No: TP29
0.4-0.60.4-0.6
1.7-1.8
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP30Sheet 1 of 1
HOLE No: TP30Sheet 1 of 1
HOLE No: TP30Sheet 1 of 1
HOLE No: TP30Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
1.60
1.90
Slightly moist, reddish brown, medium dense, intact,silty SAND. AEOLIAN.
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete. NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium dense, intact,silty SAND. ALLUVIUM
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Small undisturbed samples taken at 0.4-0.6 m bgl.
4) Bulk disturbed samples taken at 0.4-0.6 m bgl.
5) Bulk disturbed samples taken at 1.7-1.8 m bgl.
6) E.O.H at 1.9 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP30HOLE No: TP30HOLE No: TP30HOLE No: TP30
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP31Sheet 1 of 1
HOLE No: TP31Sheet 1 of 1
HOLE No: TP31Sheet 1 of 1
HOLE No: TP31Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
0.90
1.60
2.00
Slightly moist, reddish brown, medium dense, intact,silty SAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER.
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete. NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium dense, intact,silty SAND. ALLUVIUM.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 2.0 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP31HOLE No: TP31HOLE No: TP31HOLE No: TP31
1.6-1.8
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP32Sheet 1 of 1
HOLE No: TP32Sheet 1 of 1
HOLE No: TP32Sheet 1 of 1
HOLE No: TP32Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
0.80
1.50
1.90
2.00
Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER.
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete . NODULAR CALCRETE.
Slightly moist, purple brown stained red and black,dense becoming medium dense with depth, intact,sandy GRAVEL. RESIDUAL SHALE
Purple brown, stained red and black, fine grained,laminated, highly weathered, highly jointed andfractured, very soft rock SHALE. VERY SOFTROCK SHALE .
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Bulk sample taken at 1.6-1.8 m bgl.
4) E.O.H at 2.00 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP32HOLE No: TP32HOLE No: TP32HOLE No: TP32
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP33Sheet 1 of 1
HOLE No: TP33Sheet 1 of 1
HOLE No: TP33Sheet 1 of 1
HOLE No: TP33Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.70
0.00
1.90
2.10
Slightly moist, reddish brown, medium dense, intact,silty SAND. AEOLIAN.
Slightly moist, reddish brown mottled greyish white,medium dense, nodular, sandy GRAVEL consisting ofnodular calcrete. NODULAR CALCRETE.
Coarse, medium and fine grained subrounded torounded shale and quartzite gravel in a matrix ofslightly moist, reddish brown, medium dense, intact,silty SAND. ALLUVIUM
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 2.10 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP33HOLE No: TP33HOLE No: TP33HOLE No: TP33
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP34Sheet 1 of 1
HOLE No: TP34Sheet 1 of 1
HOLE No: TP34Sheet 1 of 1
HOLE No: TP34Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.50
0.00
1.70
1.80
Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.
Slightly moist, reddish brown mottled greyish white,medium dense becoming dense with depth, nodular,sandy GRAVEL consisting of nodular calcrete.NODULAR CALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.80 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP34HOLE No: TP34HOLE No: TP34HOLE No: TP34
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP35Sheet 1 of 1
HOLE No: TP35Sheet 1 of 1
HOLE No: TP35Sheet 1 of 1
HOLE No: TP35Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.50
0.00
1.70
1.80
Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.
Dry, reddish brown mottled greyish white, mediumdense becoming dense with depth, nodular, sandyGRAVEL consisting of nodular calcrete. NODULARCALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.80 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP35HOLE No: TP35HOLE No: TP35HOLE No: TP35
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP36Sheet 1 of 1
HOLE No: TP36Sheet 1 of 1
HOLE No: TP36Sheet 1 of 1
HOLE No: TP36Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.60
0.00
1.50
1.60
Slightly moist, reddish brown, loose, intact, siltySAND. AEOLIAN.
Dry, reddish brown mottled greyish white, mediumdense becoming dense with depth, nodular, sandyGRAVEL consisting of nodular calcrete. NODULARCALCRETE.
Greyish white speckled dark grey, fine to mediumgrained, highly cemented, soft rock CALCRETE.HARDPAN CALCRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.60 m bgl. Abrupt refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP36HOLE No: TP36HOLE No: TP36HOLE No: TP36
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP37Sheet 1 of 1
HOLE No: TP37Sheet 1 of 1
HOLE No: TP37Sheet 1 of 1
HOLE No: TP37Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.30
0.00
1.60
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Reddish brown stained orange and black, fine tomedium grained, highly cemented, soft rockFERRICRETE. HARDPAN FERRICRETE.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.60 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
13/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP37HOLE No: TP37HOLE No: TP37HOLE No: TP37
0.6-0.750.6-0.9
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP38Sheet 1 of 1
HOLE No: TP38Sheet 1 of 1
HOLE No: TP38Sheet 1 of 1
HOLE No: TP38Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.00
0.00
1.20
1.50
Slightly moist, reddish brown, loose, voided, siltySAND. AEOLIAN.
Coarse, medium and fine grained subangular toangular quartzite gravel in matrix of slightly moist,reddish brown, loose, silty SAND. PEBBLEMARKER
Coarse, medium and fine grained subrounded torounded quartzite gravel in a matrix of slightly moist,reddish brown, stained orange brown, densebecoming very dense with depth, intact, sandyGRAVEL. RESIDUAL CONGLOMERATE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Shelby samples taken at 0.6-0.75 m bgl.
4) Small disturbed samples taken at 0.6-0.9 m bgl.
5) E.O.H at 1.50 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
13/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP38HOLE No: TP38HOLE No: TP38HOLE No: TP38
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP39Sheet 1 of 1
HOLE No: TP39Sheet 1 of 1
HOLE No: TP39Sheet 1 of 1
HOLE No: TP39Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
1.10
0.00
1.40
Slightly moist, reddish brown, loose, pinholed and rootvoided, silty SAND with abundant fine roots.AEOLIAN.
Coarse, medium and fine grained quartzite gravel in amatrix of slightly moist, loose becoming dense withdepth, silty SAND with calcretized zones. PEBBLEMARKER.
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) No sample taken.
4) E.O.H at 1.4 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
11/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP39HOLE No: TP39HOLE No: TP39HOLE No: TP39
0.3-0.4
0.8-1.0
Universal Coal Development V (Pty) LtdCygnus Coal Geotechnical Investigation
HOLE No: TP40Sheet 1 of 1
HOLE No: TP40Sheet 1 of 1
HOLE No: TP40Sheet 1 of 1
HOLE No: TP40Sheet 1 of 1
JOB NUMBER: 544580JOB NUMBER: 544580
0.10
0.00
0.60
1.10
Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.
Slightly moist, light grey mottled dark grey andblotched orange and black, medium dense becomingdense with depth, relict structured, clayey SAND.RESIDUAL SHALE
Light grey stained orange red and black along joints,fine grained, laminated, highly weathered, highlyjointed and fractured, very soft rock SHALE. VERYSOFT ROCK SHALE
Scale1:10
NOTES
1) No groundwater seepage observed.
2) Stable sidewalls during excavation.
3) Small disturbed sample taken at 0.3-0.4 m bgl.
4) Bulk disturbed sample taken at 0.8-1.0 m bgl.
5) E.O.H at 1.1 m bgl. Gradual refusal.
CONTRACTOR :MACHINE :
DRILLED BY :PROFILED BY :
TYPE SET BY :SETUP FILE :
GK Plant hireTLB CASE 580T
BOOH AND MTHF
MTHFPERCUSS.SET
INCLINATION :DIAM :DATE :DATE :
DATE :TEXT :
Vertical
12/03/2019
13/05/2019 09:57..estigationTPLogsMTHF.txt
ELEVATION :X-COORD :Y-COORD :
dotPLOT 7022 PBpH67D051 SRK Consulting SA (Pty) Ltd, Johannesburg
HOLE No: TP40HOLE No: TP40HOLE No: TP40HOLE No: TP40
SRK Consulting: 544580: Geotechnical Investigation Page 31
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Appendix B: DCP Results
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 21 161 9
5 103 -103 21 161 9
103 -103 52 63 3
10 364 -364 52 63 3
364 -364 48 69 3
15 604 -604 48 69 3
604 -604 47 70 3
20 840 -840 47 70 3
840 -840 14 238 14
25 910 -910 14 238 14
910 -910 1 3427 410
30 915 -915 1 3427 410
915 -915 1 3427 410
35 920 -920 1 3427 410
DCPTP39
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 13 253 15
5 66 -66 13 253 15
66 -66 11 293 19
10 123 -123 11 293 19
123 -123 9 381 26
15 167 -167 9 381 26
167 -167 9 364 24
20 213 -213 9 364 24
213 -213 8 409 28
25 254 -254 8 409 28
254 -254 7 467 33
30 290 -290 7 467 33
290 -290 7 480 35
35 325 -325 7 480 35
325 -325 8 430 30
40 364 -364 8 430 30
364 -364 5 703 56
45 388 -388 5 703 56
388 -388 5 648 51
50 414 -414 5 648 51
414 -414 6 580 44
55 443 -443 6 580 44
443 -443 5 624 48
60 470 -470 5 624 48
470 -470 4 767 62
65 492 -492 4 767 62
492 -492 4 804 66
70 513 -513 4 804 66
513 -513 4 890 75
75 532 -532 4 890 75
532 -532 4 804 66
80 553 -553 4 804 66
553 -553 2 1893 194
85 562 -562 2 1893 194
562 -562 2 1545 151
90 573 -573 2 1545 151
573 -573 3 1211 111
95 587 -587 3 1211 111
587 -587 4 845 70
100 607 -607 4 845 70
607 -607 3 1130 102
105 622 -622 3 1130 102
622 -622 4 845 70
110 642 -642 4 845 70
642 -642 4 804 66
115 663 -663 4 804 66
663 -663 4 890 75
120 682 -682 4 890 75
682 -682 3 1130 102
125 697 -697 3 1130 102
697 -697 2 1893 194
130 706 -706 2 1893 194
706 -706 0 8647 1313
135 708 -708 0 8647 1313
708 -708 1 2850 325
140 714 -714 1 2850 325
714 -714 0 17415 3166
145 715 -715 0 17415 3166
715 -715 0 8647 1313
150 717 -717 0 8647 1313
717 -717 1 5741 784
155 720 -720 1 5741 784
DCPTP19
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 14 232 14
5 72 -72 14 232 14
72 -72 12 288 18
10 130 -130 12 288 18
130 -130 8 399 27
15 172 -172 8 399 27
172 -172 7 494 36
20 206 -206 7 494 36
206 -206 8 430 30
25 245 -245 8 430 30
245 -245 8 409 28
30 286 -286 8 409 28
286 -286 6 525 39
35 318 -318 6 525 39
318 -318 4 890 75
40 337 -337 4 890 75
337 -337 1 2439 267
45 344 -344 1 2439 267
344 -344 4 804 66
50 365 -365 4 804 66
365 -365 2 1701 170
55 375 -375 2 1701 170
375 -375 3 1130 102
60 390 -390 3 1130 102
390 -390 3 1305 122
65 403 -403 3 1305 122
403 -403 3 1211 111
70 417 -417 3 1211 111
417 -417 2 1415 135
75 429 -429 2 1415 135
429 -429 3 1058 94
80 445 -445 3 1058 94
445 -445 1 2850 325
85 451 -451 1 2850 325
451 -451 1 2850 325
90 457 -457 1 2850 325
457 -457 2 1415 135
95 469 -469 2 1415 135
469 -469 1 3427 410
100 474 -474 1 3427 410
474 -474 1 2850 325
105 480 -480 1 2850 325
480 -480 2 1893 194
110 489 -489 2 1893 194
489 -489 1 2850 325
115 495 -495 1 2850 325
495 -495 2 2132 226
120 503 -503 2 2132 226
503 -503 1 5741 784
125 506 -506 1 5741 784
506 -506 2 2132 226
130 514 -514 2 2132 226
514 -514 2 1415 135
135 526 -526 2 1415 135
526 -526 2 1893 194
140 535 -535 2 1893 194
535 -535 2 1545 151
145 546 -546 2 1545 151
546 -546 2 1893 194
150 555 -555 2 1893 194
555 -555 2 1701 170
155 565 -565 2 1701 170
565 -565 2 1701 170
160 575 -575 2 1701 170
575 -575 2 2132 226
165 583 -583 2 2132 226
583 -583 1 5741 784
170 586 -586 1 5741 784
586 -586 2 2132 226
175 594 -594 2 2132 226
594 -594 2 1545 151
180 605 -605 2 1545 151
605 -605 2 2132 226
185 613 -613 2 2132 226
613 -613 2 1893 194
190 622 -622 2 1893 194
622 -622 2 1701 170
195 632 -632 2 1701 170
644 -644 3 1211 111
200 646 -646 3 1211 111
654 -654 3 1130 102
205 661 -661 3 1130 102
672 -672 3 1130 102
210 676 -676 3 1130 102
688 -688 4 890 75
215 695 -695 4 890 75
704 -704 3 1130 102
220 710 -710 3 1130 102
723 -723 3 1130 102
225 725 -725 3 1130 102
736 -736 4 890 75
230 744 -744 4 890 75
DCPTP20
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 25 133 7
5 125 -125 25 133 7
125 -125 11 293 19
10 182 -182 11 293 19
182 -182 10 342 23
15 231 -231 10 342 23
231 -231 10 328 21
20 282 -282 10 328 21
282 -282 8 419 29
25 322 -322 8 419 29
322 -322 7 509 37
30 355 -355 7 509 37
355 -355 6 543 40
35 386 -386 6 543 40
386 -386 6 580 44
40 415 -415 6 580 44
415 -415 7 494 36
45 449 -449 7 494 36
449 -449 5 648 51
50 475 -475 5 648 51
475 -475 5 674 53
55 500 -500 5 674 53
500 -500 5 734 59
60 523 -523 5 734 59
523 -523 4 890 75
65 542 -542 4 890 75
542 -542 4 890 75
70 561 -561 4 890 75
561 -561 3 1130 102
75 576 -576 3 1130 102
576 -576 3 1130 102
80 591 -591 3 1130 102
591 -591 2 2132 226
85 599 -599 2 2132 226
599 -599 1 2439 267
90 606 -606 1 2439 267
606 -606 2 1893 194
95 615 -615 2 1893 194
615 -615 2 1701 170
100 625 -625 2 1701 170
625 -625 2 1893 194
105 634 -634 2 1893 194
634 -634 1 2850 325
110 640 -640 1 2850 325
640 -640 1 3427 410
115 645 -645 1 3427 410
645 -645 1 2850 325
120 651 -651 1 2850 325
651 -651 1 3427 410
125 656 -656 1 3427 410
656 -656 2 1893 194
130 665 -665 2 1893 194
DCPTP21
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 30 110 5
5 150 -150 30 110 5
150 -150 20 166 9
10 250 -250 20 166 9
250 -250 13 257 16
15 315 -315 13 257 16
315 -315 12 269 17
20 377 -377 12 269 17
377 -377 8 442 31
25 415 -415 8 442 31
415 -415 8 399 27
30 457 -457 8 399 27
457 -457 8 409 28
35 498 -498 8 409 28
498 -498 7 480 35
40 533 -533 7 480 35
533 -533 6 561 42
45 563 -563 6 561 42
563 -563 7 494 36
50 597 -597 7 494 36
597 -597 6 580 44
55 626 -626 6 580 44
626 -626 6 543 40
60 657 -657 6 543 40
657 -657 6 580 44
65 686 -686 6 580 44
686 -686 6 601 46
70 714 -714 6 601 46
714 -714 5 734 59
75 737 -737 5 734 59
737 -737 4 804 66
80 758 -758 4 804 66
758 -758 5 734 59
85 781 -781 5 734 59
781 -781 4 767 62
90 803 -803 4 767 62
803 -803 6 561 42
95 833 -833 6 561 42
833 -833 2 2132 226
100 841 -841 2 2132 226
841 -841 4 890 75
105 860 -860 4 890 75
860 -860 4 890 75
110 879 -879 4 890 75
879 -879 4 890 75
115 898 -898 4 890 75
898 -898 4 845 70
120 918 -918 4 845 70
918 -918 4 890 75
125 937 -937 4 890 75
DCPTP22
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 25 133 7
5 125 -125 25 133 7
125 -125 19 173 10
10 221 -221 19 173 10
221 -221 15 225 13
15 295 -295 15 225 13
295 -295 12 274 17
20 356 -356 12 274 17
356 -356 10 349 23
25 404 -404 10 349 23
404 -404 8 409 28
30 445 -445 8 409 28
445 -445 6 580 44
35 474 -474 6 580 44
474 -474 6 543 40
40 505 -505 6 543 40
505 -505 5 624 48
45 532 -532 5 624 48
532 -532 6 601 46
50 560 -560 6 601 46
560 -560 5 703 56
55 584 -584 5 703 56
584 -584 4 845 70
60 604 -604 4 845 70
604 -604 4 804 66
65 625 -625 4 804 66
625 -625 4 804 66
70 646 -646 4 804 66
646 -646 3 1211 111
75 660 -660 3 1211 111
660 -660 3 1211 111
80 674 -674 3 1211 111
674 -674 4 890 75
85 693 -693 4 890 75
693 -693 2 1415 135
90 705 -705 2 1415 135
705 -705 2 1545 151
95 716 -716 2 1545 151
716 -716 3 1211 111
100 730 -730 3 1211 111
730 -730 3 1130 102
105 745 -745 3 1130 102
745 -745 3 1130 102
110 760 -760 3 1130 102
760 -760 2 1415 135
115 772 -772 2 1415 135
772 -772 2 1701 170
120 782 -782 2 1701 170
782 -782 2 1701 170
125 792 -792 2 1701 170
792 -792 4 890 75
130 811 -811 4 890 75
811 -811 3 1058 94
135 827 -827 3 1058 94
827 -827 3 1058 94
140 843 -843 3 1058 94
843 -843 3 1305 122
145 856 -856 3 1305 122
856 -856 4 940 81
150 874 -874 4 940 81
874 -874 4 804 66
155 895 -895 4 804 66
DCPTP24
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 11 310 20
5 54 -54 11 310 20
54 -54 10 349 23
10 102 -102 10 349 23
102 -102 9 364 24
15 148 -148 9 364 24
148 -148 8 419 29
20 188 -188 8 419 29
188 -188 7 494 36
25 222 -222 7 494 36
222 -222 6 543 40
30 253 -253 6 543 40
253 -253 6 561 42
35 283 -283 6 561 42
283 -283 6 543 40
40 314 -314 6 543 40
314 -314 7 480 35
45 349 -349 7 480 35
349 -349 7 509 37
50 382 -382 7 509 37
382 -382 7 454 32
55 419 -419 7 454 32
419 -419 7 480 35
60 454 -454 7 480 35
454 -454 7 494 36
65 488 -488 7 494 36
488 -488 6 525 39
70 520 -520 6 525 39
520 -520 7 509 37
75 553 -553 7 509 37
553 -553 6 543 40
80 584 -584 6 543 40
584 -584 7 494 36
85 618 -618 7 494 36
618 -618 7 454 32
90 655 -655 7 454 32
655 -655 7 480 35
95 690 -690 7 480 35
690 -690 8 442 31
100 728 -728 8 442 31
728 -728 7 494 36
105 762 -762 7 494 36
762 -762 6 543 40
110 793 -793 6 543 40
793 -793 4 767 62
115 815 -815 4 767 62
815 -815 3 1130 102
120 830 -830 3 1130 102
830 -830 2 1545 151
125 841 -841 2 1545 151
841 -841 2 1893 194
130 850 -850 2 1893 194
850 -850 2 1893 194
135 859 -859 2 1893 194
859 -859 2 1893 194
140 868 -868 2 1893 194
868 -868 1 2850 325
145 874 -874 1 2850 325
874 -874 1 4293 544
150 878 -878 1 4293 544
DCPTP26
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 31 107 5
5 155 -155 31 107 5
155 -155 13 257 16
10 220 -220 13 257 16
220 -220 21 158 9
15 325 -325 21 158 9
325 -325 12 283 18
20 384 -384 12 283 18
384 -384 10 342 23
25 433 -433 10 342 23
433 -433 8 430 30
30 472 -472 8 430 30
472 -472 7 454 32
35 509 -509 7 454 32
509 -509 7 509 37
40 542 -542 7 509 37
542 -542 7 494 36
45 576 -576 7 494 36
576 -576 7 480 35
50 611 -611 7 480 35
611 -611 7 480 35
55 646 -646 7 480 35
646 -646 6 525 39
60 678 -678 6 525 39
678 -678 5 648 51
65 704 -704 5 648 51
704 -704 5 703 56
70 728 -728 5 703 56
728 -728 4 767 62
75 750 -750 4 767 62
750 -750 4 940 81
80 768 -768 4 940 81
768 -768 3 1058 94
85 784 -784 3 1058 94
784 -784 2 2132 226
90 792 -792 2 2132 226
792 -792 2 1545 151
95 803 -803 2 1545 151
803 -803 3 1058 94
100 819 -819 3 1058 94
819 -819 3 1305 122
105 832 -832 3 1305 122
832 -832 3 1305 122
110 845 -845 3 1305 122
845 -845 2 1893 194
115 854 -854 2 1893 194
854 -854 3 1211 111
120 868 -868 3 1211 111
868 -868 4 940 81
125 886 -886 4 940 81
886 -886 2 2132 226
130 894 -894 2 2132 226
894 -894 6 561 42
135 924 -924 6 561 42
924 -924 3 1130 102
140 939 -939 3 1130 102
DCPTP30
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 33 100 5
5 166 -166 33 100 5
166 -166 18 183 10
10 257 -257 18 183 10
257 -257 13 261 16
15 321 -321 13 261 16
321 -321 13 265 16
20 384 -384 13 265 16
384 -384 10 328 21
25 435 -435 10 328 21
435 -435 9 381 26
30 479 -479 9 381 26
479 -479 8 442 31
35 517 -517 8 442 31
517 -517 7 494 36
40 551 -551 7 494 36
551 -551 7 480 35
45 586 -586 7 480 35
586 -586 6 580 44
50 615 -615 6 580 44
615 -615 6 601 46
55 643 -643 6 601 46
643 -643 6 543 40
60 674 -674 6 543 40
674 -674 6 601 46
65 702 -702 6 601 46
702 -702 6 561 42
70 732 -732 6 561 42
732 -732 5 703 56
75 756 -756 5 703 56
756 -756 4 804 66
80 777 -777 4 804 66
777 -777 4 845 70
85 797 -797 4 845 70
797 -797 3 996 87
90 814 -814 3 996 87
814 -814 4 845 70
95 834 -834 4 845 70
834 -834 5 703 56
100 858 -858 5 703 56
858 -858 5 734 59
105 881 -881 5 734 59
881 -881 4 940 81
110 899 -899 4 940 81
899 -899 5 734 59
115 922 -922 5 734 59
922 -922 22 148 8
120 1034 -1034 22 148 8
DCPTP34
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 32 102 5
5 162 -162 32 102 5
162 -162 23 146 8
10 276 -276 23 146 8
276 -276 18 183 10
15 367 -367 18 183 10
367 -367 12 278 17
20 427 -427 12 278 17
427 -427 16 208 12
25 507 -507 16 208 12
507 -507 18 183 10
30 598 -598 18 183 10
598 -598 12 278 17
35 658 -658 12 278 17
658 -658 8 399 27
40 700 -700 8 399 27
700 -700 11 310 20
45 754 -754 11 310 20
754 -754 3 1058 94
50 770 -770 3 1058 94
770 -770 3 1058 94
55 786 -786 3 1058 94
786 -786 4 804 66
60 807 -807 4 804 66
807 -807 2 1415 135
65 819 -819 2 1415 135
819 -819 2 1545 151
70 830 -830 2 1545 151
830 -830 2 1545 151
75 841 -841 2 1545 151
841 -841 1 2439 267
80 848 -848 1 2439 267
848 -848 2 2132 226
85 856 -856 2 2132 226
856 -856 2 1545 151
90 867 -867 2 1545 151
867 -867 2 2132 226
95 875 -875 2 2132 226
875 -875 2 1893 194
100 884 -884 2 1893 194
884 -884 2 1545 151
105 895 -895 2 1545 151
895 -895 2 1701 170
110 905 -905 2 1701 170
905 -905 2 1701 170
115 915 -915 2 1701 170
915 -915 2 1545 151
120 926 -926 2 1545 151
DCPTP36
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 9 372 25
5 45 -45 9 372 25
45 -45 79 42 2
10 440 -440 79 42 2
440 -440 14 235 14
15 511 -511 14 235 14
511 -511 14 245 15
20 579 -579 14 245 15
579 -579 16 208 12
25 659 -659 16 208 12
659 -659 16 214 13
30 737 -737 16 214 13
737 -737 12 274 17
35 798 -798 12 274 17
798 -798 10 335 22
40 848 -848 10 335 22
848 -848 12 269 17
45 910 -910 12 269 17
910 -910 14 245 15
50 978 -978 14 245 15
978 -978 14 238 14
55 1048 -1048 14 238 14
1048 -1048 16 214 13
60 1126 -1126 16 214 13
1126 -1126 15 222 13
65 1201 -1201 15 222 13
1201 -1201 12 274 17
70 1262 -1262 12 274 17
1262 -1262 12 288 18
75 1320 -1320 12 288 18
1320 -1320 12 274 17
80 1381 -1381 12 274 17
1381 -1381 12 274 17
85 1442 -1442 12 274 17
1442 -1442 11 293 19
90 1499 -1499 11 293 19
1499 -1499 11 310 20
95 1553 -1553 11 310 20
1553 -1553 11 293 19
100 1610 -1610 11 293 19
1610 -1610 9 356 24
105 1657 -1657 9 356 24
1657 -1657 11 299 19
110 1713 -1713 11 299 19
1713 -1713 11 304 20
115 1768 -1768 11 304 20
1768 -1768 15 222 13
120 1843 -1843 15 222 13
1843 -1843 17 196 11
125 1928 -1928 17 196 11
DCPTP13
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 32 103 5
5 161 -161 32 103 5
161 -161 18 187 11
10 250 -250 18 187 11
250 -250 8 430 30
15 289 -289 8 430 30
289 -289 6 580 44
20 318 -318 6 580 44
318 -318 5 734 59
25 341 -341 5 734 59
341 -341 4 845 70
30 361 -361 4 845 70
361 -361 3 1305 122
35 374 -374 3 1305 122
374 -374 2 1893 194
40 383 -383 2 1893 194
383 -383 3 1130 102
45 398 -398 3 1130 102
398 -398 3 1305 122
50 411 -411 3 1305 122
411 -411 2 1415 135
55 423 -423 2 1415 135
423 -423 2 1545 151
60 434 -434 2 1545 151
434 -434 2 1545 151
65 445 -445 2 1545 151
445 -445 1 2850 325
70 451 -451 1 2850 325
451 -451 0 8647 1313
75 453 -453 0 8647 1313
453 -453 1 3427 410
80 458 -458 1 3427 410
458 -458 1 2439 267
85 465 -465 1 2439 267
DCPTP12
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 28 120 6
5 138 -138 28 120 6
138 -138 20 166 9
10 238 -238 20 166 9
238 -238 10 335 22
15 288 -288 10 335 22
288 -288 6 561 42
20 318 -318 6 561 42
315 -315 7 480 35
25 353 -353 7 480 35
353 -353 5 624 48
30 380 -380 5 624 48
380 -380 4 940 81
35 398 -398 4 940 81
398 -398 3 1130 102
40 413 -413 3 1130 102
413 -413 3 1211 111
45 427 -427 3 1211 111
427 -427 3 1058 94
50 443 -443 3 1058 94
443 -443 1 2439 267
55 450 -450 1 2439 267
450 -450 3 996 87
60 467 -467 3 996 87
467 -467 3 1305 122
65 480 -480 3 1305 122
480 -480 3 996 87
70 497 -497 3 996 87
497 -497 3 1130 102
75 512 -512 3 1130 102
512 -512 3 1130 102
80 527 -527 3 1130 102
527 -527 2 1545 151
85 538 -538 2 1545 151
538 -538 3 1211 111
90 552 -552 3 1211 111
552 -552 2 1545 151
95 563 -563 2 1545 151
563 -563 2 1415 135
100 575 -575 2 1415 135
575 -575 3 1211 111
105 589 -589 3 1211 111
589 -589 3 1305 122
110 602 -602 3 1305 122
602 -602 3 1130 102
115 617 -617 3 1130 102
617 -617 3 1211 111
120 631 -631 3 1211 111
631 -631 3 1130 102
125 646 -646 3 1130 102
646 -646 6 561 42
130 676 -676 6 561 42
676 -676 3 1058 94
135 692 -692 3 1058 94
692 -692 2 1415 135
140 704 -704 2 1415 135
704 -704 3 1211 111
145 718 -718 3 1211 111
718 -718 3 1058 94
150 734 -734 3 1058 94
734 -734 3 1211 111
155 748 -748 3 1211 111
748 -748 3 1211 111
160 762 -762 3 1211 111
762 -762 3 1058 94
165 778 -778 3 1058 94
778 -778 3 1130 102
170 793 -793 3 1130 102
793 -793 2 1701 170
175 803 -803 2 1701 170
803 -803 2 1545 151
180 814 -814 2 1545 151
814 -814 2 1893 194
185 823 -823 2 1893 194
823 -823 2 1701 170
190 833 -833 2 1701 170
833 -833 2 1701 170
195 843 -843 2 1701 170
DCPTP11
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
Number of blows
Penetration per 5 blows
(mm)
Depth from NGL (mm)
Penetration Rate
(mm/blow)
Bearing Capacity
(kPa)
California
Bearing
Ratio
0 0 0 5 674 53
5 25 -25 5 674 53
25 -25 10 335 22
10 75 -75 10 335 22
75 -75 10 335 22
15 125 -125 10 335 22
125 -125 10 335 22
20 175 -175 10 335 22
175 -175 10 335 22
25 225 -225 10 335 22
225 -225 10 335 22
30 275 -275 10 335 22
275 -275 10 335 22
35 325 -325 10 335 22
325 -325 10 335 22
40 375 -375 10 335 22
375 -375 10 335 22
45 425 -425 10 335 22
425 -425 10 335 22
50 475 -475 10 335 22
475 -475 10 335 22
55 525 -525 10 335 22
525 -525 10 335 22
60 575 -575 10 335 22
575 -575 10 335 22
65 625 -625 10 335 22
625 -625 10 335 22
70 675 -675 10 335 22
675 -675 10 335 22
75 725 -725 10 335 22
725 -725 10 335 22
80 775 -775 10 335 22
775 -775 10 335 22
85 825 -825 10 335 22
825 -825 10 335 22
90 875 -875 10 335 22
875 -875 10 335 22
95 925 -925 10 335 22
925 -925 10 335 22
100 975 -975 10 335 22
975 -975 10 335 22
105 1025 -1025 10 335 22
1025 -1025 10 335 22
110 1075 -1075 10 335 22
1075 -1075 10 335 22
115 1125 -1125 10 335 22
DCPTP02
Date tested
Start Depth (mm) 0
-2000
-1900
-1800
-1700
-1600
-1500
-1400
-1300
-1200
-1100
-1000
-900
-800
-700
-600
-500
-400
-300
-200
-100
00 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200
Dep
th b
elo
w n
atu
ral
gro
un
d l
evel
(m
m)
Penetration rate (mm/blow)
Very Stiff Stiff Firm Soft Very Soft
SRK Consulting: 544580: Geotechnical Investigation Page 32
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
Appendix C: Laboratory Test Result
Project: Cygnus Coal
Test:
Date: Rev 0
19/071 19/072 19/073 19/074 19/075 19/076 -
1.8-2.0m 0.6-0.8m 1.5-1.7m 1.0-1.4m 0.8-1.0m 0.8-1.0m -
200 100 100 100 100 100 100 -
100 100 100 100 100 100 100 -
63 100 100 100 100 100 100 -
53 100 100 100 100 100 100 -
37.5 100 91 100 100 100 100 -
26.5 100 86 95 100 100 99 -
19.0 97 79 90 97 100 96 -
13.2 87 70 83 86 100 90 -
9.5 76 65 78 79 100 83 -
6.7 60 55 70 64 100 67 -
4.75 52 51 62 55 100 59 -
2.36 40 43 50 42 93 44 -
1.18 34 38 42 34 88 34 -
0.600 29 34 37 30 80 28 -
0.425 26 31 35 28 72 25 -
0.300 24 27 33 25 63 22 -
0.212 21 24 30 23 53 20 -
0.150 18 20 27 21 41 18 -
0.075 15 15 23 18 29 14 -
0.060 12 11 20 15 19 10 -
0.050 11 10 20 15 18 10 -
0.020 11 9 18 13 16 9 -
0.005 9 7 15 9 12 7 -
0.002 8 5 15 7 8 5 -
Liquid Limit 37 28 73 70 26 30 -
Plastic Limit 20 19 34 32 17 20 -
Linear Shrinkage 9.5 4.1 10.5 11.6 3.6 3.2 -
Plasticity Index 17 9 39 38 9 10 -
- - - - - - -
Notes:
Moisture Content (%)
Percentage Passing Size (mm)
TP12 TP13
Lab Sample No.
Client Sample No. TP01 TP07
Description / Notes (ASTM
USCS)
Brown
Clayey
Gravel with
Sand (GC)
Light Brown
Clayey
Gravel with
Sand (GC)
Light Brown
Clayey Sand
with Gravel
(SC)
Ligth Red
Brown
Clayey
Gravel with
Sand (GC)
GRADINGS, PARTICLE DENSITY & ATTERBERGS
TP08 TP16 -
Depth / Position
Brown
Clayey Sand
(SC)
Reddish
Brown
Clayey Sand
with Gravel
(SC)
-
Particle Density 2.76 2.70 2.81 2.71 2.73
Atterber
g Limits
2.62 -
Set 1 of 224-Apr-19
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
0
10
20
30
40
50
60
70
80
90
100
0.0
01
0.0
10
0.1
00
1.0
00
10
.00
0
10
0.0
00
Pe
rce
nta
ge
Pa
ssin
g %
Fraction Size (mm)
GRADINGS
TP01 1.8-2.0m
TP07 0.6-0.8m
TP08 1.5-1.7m
TP12 1.0-1.4m
TP13 0.8-1.0m
TP16 0.8-1.0m
Project: Cygnus Coal
Test:
Date: Rev 0
19/077 19/078 19/079 19/080 19/081 19/082 -
0.8-0.9m 0.4-0.6m 1.6-1.8m 0.6-0.75m 0.3-0.4m 0.8-1.0m -
200 100 100 100 100 100 100 -
100 100 100 100 100 100 100 -
63 100 100 100 100 100 100 -
53 100 100 100 100 100 100 -
37.5 100 100 100 100 100 81 -
26.5 99 100 100 100 100 78 -
19.0 96 100 98 100 100 70 -
13.2 87 100 95 100 100 60 -
9.5 82 100 88 100 100 52 -
6.7 68 100 71 100 100 42 -
4.75 58 100 59 100 100 36 -
2.36 46 98 56 96 90 30 -
1.18 40 93 52 85 84 25 -
0.600 35 85 50 69 81 22 -
0.425 31 80 49 60 80 21 -
0.300 27 74 47 51 79 20 -
0.212 23 70 46 42 77 19 -
0.150 18 66 45 32 76 18 -
0.075 13 61 43 24 74 17 -
0.060 10 51 34 19 63 15 -
0.050 9 49 32 18 62 15 -
0.020 7 44 23 16 59 13 -
0.005 6 40 16 14 45 9 -
0.002 5 33 11 12 32 8 -
Liquid Limit 25 46 79 22 41 43 -
Plastic Limit 17 26 30 14 24 24 -
Linear Shrinkage 3.8 12.2 14.1 2.1 9.2 7.1 -
Plasticity Index 8 20 49 8 17 19 -
- - - - - - -
Set 2 of 224-Apr-19
Atterber
g Limits
2.62 -Particle Density 2.67 2.64 2.68 2.60 2.65
Light Brown
Lean Clay
with Sand
(CL)
Brown
Clayey
Gravel with
Sand (GC)
-
Depth / Position
GRADINGS, PARTICLE DENSITY & ATTERBERGS
TP32 TP40 -
Lab Sample No.
Client Sample No. TP18 TP30
Description / Notes (ASTM
USCS)
Reddish
Brown
Clayey Sand
with Gravel
(SC)
Reddish
Brown Sandy
Lean Clay
(CL)
Light Red
Brown
Clayey
Gravel with
Sand (GC)
Reddish
Brown
Clayey Sand
(SC)
Percentage Passing Size (mm)
TP38 TP40
Moisture Content (%)
Notes:
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
0
10
20
30
40
50
60
70
80
90
100
0.0
01
0.0
10
0.1
00
1.0
00
10
.00
0
10
0.0
00
Pe
rce
nta
ge
Pa
ssin
g %
Fraction Size (mm)
GRADINGS
TP18 0.8-0.9m
TP30 0.4-0.6m
TP32 1.6-1.8m
TP38 0.6-0.75m
TP40 0.3-0.4m
TP40 0.8-1.0m
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test: Bulk Density Measuring Cylinder Water-Displacement of Waxed Specimen
Sample Receive Date: 15-Mar-19
Lab Number: 19/075
Test Date: 11-Apr-19
Specimen no: 1 2 3 4 5 6
Trimmed Specimen Weight (m) (g): 127.49 123.430 104.12 139.91 137.24 156.52
Waxed Specimen Weight (g): 129.96 125.680 106.22 142.62 140.21 160.1
Wax Mass (m) (g): 2.470 2.250 2.100 2.710 2.970 3.580
Water Vol before immersion (mℓ): 800 800 800 800 800 800
Water Vol. Immersed (mℓ): 873 862 855 876 873 890
Vol. Immersed Waxed Specimen (Vb) (cm3): 73 62 55 76 73 90
Tin No: MT12 MT15 MT60 MT35 MT37 MT22
Pan weight (g): 37.659 38.424 37.335 37.975 37.99 37.375
Pan + wet weight (g): 122.24 136.696 115.209 136.332 151.912 158.136
Pan + Dry weight (g): 119.099 133.325 112.915 133.131 147.687 153.719
Wet Soil weight (g): 84.581 98.272 77.874 98.357 113.922 120.761
Dry Soil weight (g): 81.440 94.901 75.580 95.156 109.697 116.344
Moisture Loss (g): 3.141 3.371 2.294 3.201 4.225 4.417
Moisture Content (%) 3.9% 3.6% 3.0% 3.4% 3.9% 3.8%
Wax Density (ρp) (Mg/m3): 0.910 0.910 0.910 0.910 0.910 0.910
Wax Vol. (m/ρp) (cm3) 2.71 2.47 2.31 2.98 3.26 3.93
Specimen Vol. Vsp = Vb - (m/ρp) (cm3) 70.29 59.53 52.69 73.02 69.74 86.07
Bulk Density ρ = ms/Vsp (Mg/m3) 1.814 2.073 1.976 1.916 1.968 1.819
Ave. Moist Unit Weight (Mg/m3)
Dry Unit Weight (Mg/m3) 1.747 2.002 1.918 1.854 1.895 1.752
Ave. Dry Unit Weight (Mg/m3)
Specific Gravity (Gs) 2.730 2.730 2.730 2.730 2.730 2.730
Volume Soil (Vs) (m3) Ws/(Gs*γw) 0.0000450 0.0000437 0.0000370 0.0000496 0.0000484 0.0000552
Volume Voids (Vv) (m3) Vsp - Vs 0.0000253 0.0000159 0.0000157 0.0000234 0.0000213 0.0000308
Void Ratio (e) Vv/Vs 0.563 0.363 0.424 0.473 0.441 0.558
Porosity e/(1+e) 0.360 0.267 0.298 0.321 0.306 0.358
Volume of Water (Vw) Ww/γw 0.00000473 0.00000423 0.00000307 0.00000455 0.00000509 0.00000572
Degree of Saturation S = Vw / Vv 18.7% 26.7% 19.6% 19.4% 23.9% 18.6%
1.95 1.90
1.89 1.83
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP30
Sample Position: 0.4-0.6m
Test: Bulk Density Measuring Cylinder Water-Displacement of Waxed Specimen
Sample Receive Date: 15-Mar-19
Lab Number: 19/147
Test Date: 11-Apr-19
Specimen no: 1 2 3 4 5 6
Trimmed Specimen Weight (m) (g): 107 106.020 79.51 77.46 94.23 91.6
Waxed Specimen Weight (g): 109.77 108.610 81.84 79.5 97.15 94.36
Wax Mass (m) (g): 2.770 2.590 2.330 2.040 2.920 2.760
Water Vol before immersion (mℓ): 800 800 800 800 800 800
Water Vol. Immersed (mℓ): 861 860 849 841 852 852
Vol. Immersed Waxed Specimen (Vb) (cm3): 61 60 49 41 52 52
Tin No: MT16 MT66 MT01 MT29 MT25 MT40
Pan weight (g): 37.536 37.106 38.389 38.039 38.276 38.387
Pan + wet weight (g): 110.039 119.297 90.418 93.724 100.161 99.94
Pan + Dry weight (g): 104.157 111.786 86.05 88.63 94.293 94.484
Wet Soil weight (g): 72.503 82.191 52.029 55.685 61.885 61.553
Dry Soil weight (g): 66.621 74.680 47.661 50.591 56.017 56.097
Moisture Loss (g): 5.882 7.511 4.368 5.094 5.868 5.456
Moisture Content (%) 8.8% 10.1% 9.2% 10.1% 10.5% 9.7%
Wax Density (ρp) (Mg/m3): 0.910 0.910 0.910 0.910 0.910 0.910
Wax Vol. (m/ρp) (cm3) 3.04 2.85 2.56 2.24 3.21 3.03
Specimen Vol. Vsp = Vb - (m/ρp) (cm3) 57.96 57.15 46.44 38.76 48.79 48.97
Bulk Density ρ = ms/Vsp (Mg/m3) 1.846 1.855 1.712 1.999 1.931 1.871
Ave. Moist Unit Weight (Mg/m3)
Dry Unit Weight (Mg/m3) 1.696 1.685 1.568 1.816 1.748 1.705
Ave. Dry Unit Weight (Mg/m3)
Specific Gravity (Gs) 2.640 2.640 2.640 2.640 2.640 2.640
Volume Soil (Vs) (m3) Ws/(Gs*γw) 0.0000372 0.0000365 0.0000276 0.0000267 0.0000323 0.0000316
Volume Voids (Vv) (m3) Vsp - Vs 0.0000207 0.0000207 0.0000189 0.0000121 0.0000165 0.0000173
Void Ratio (e) Vv/Vs 0.556 0.566 0.683 0.454 0.510 0.549
Porosity e/(1+e) 0.357 0.362 0.406 0.312 0.338 0.354
Volume of Water (Vw) Ww/γw 0.00000868 0.00000969 0.00000668 0.00000709 0.00000893 0.00000812
Degree of Saturation S = Vw / Vv 41.9% 46.9% 35.4% 58.6% 54.2% 46.8%
1.80 1.93
1.65 1.76
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01
Sample Position: 1.0-1.2m
Test: Bulk Density - Linear Measurement
Sample Receive Date: 15-Mar-19
Lab Number: 19/070
Test Date: 10-Apr-19
Tin No: T06 T07 T43 T50 T58 T64
Pan weight (g): 22.177 22.391 21.995 22.118 26.611 26.409
Pan + wet (g): 91.622 97.931 106.393 95.266 103.508 103.715
Pan + Dry (g): 84.524 90.097 97.492 88.271 95.674 95.855
Wet Soil (g): 69.445 75.540 84.398 73.148 76.897 77.306
Dry Soil (g): 62.347 67.706 75.497 66.153 69.063 69.446
Moisture Loss (g): 7.098 7.834 8.901 6.995 7.834 7.860
Moisture Content (%) 11.4% 11.6% 11.8% 10.6% 11.3% 11.3%
Length/Height 1 (mm): 19.92 19.920 19.92 19.92 19.92 19.92
Length/Height 2 (mm): 20.01 20.010 20.01 20.01 20.01 20.01
Length/Height 3 (mm): 19.88 19.880 19.88 19.88 19.88 19.88
Ave. Length (cm): 1.994 1.994 1.994 1.994 1.994 1.994
Diameter/Width 1 (cm): 4.997 4.997 4.997 4.997 4.997 4.997
Diameter/Width 2 (cm): 4.971 4.971 4.971 4.971 4.971 4.971
Ave. Diameter (cm): 4.984 4.984 4.984 4.984 4.984 4.984
Volume (m3): 0.000039 0.000039 0.000039 0.000039 0.000039 0.000039
Moist Unit Weight (kg/m3) 1784.7 1941.3 2169.0 1879.9 1976.2 1986.7
Ave. Moist Unit Weight (kg/m3)
Dry Unit Weight (kg/m3) 1602.3 1740.0 1940.2 1700.1 1774.9 1784.7
Ave. Dry Unit Weight (kg/m3)
Specific Gravity (Gs) Assumed 2.730 2.730 2.730 2.730 2.730 2.730
Volume Soil (Vs) Ws/(Gs*γw) 0.000023 0.000025 0.000028 0.000024 0.000025 0.000025 m3
Volume Voids (Vv) V - Vs 0.000016 0.000014 0.000011 0.000015 0.000014 0.000013 m3
Void Ratio (e) Vv/Vs 0.704 0.569 0.407 0.606 0.538 0.530
Porosity e/(1+e) 0.413 0.363 0.289 0.377 0.350 0.346
Volume of Water (Vw) Ww/γw 0.000007 0.000008 0.000009 0.000007 0.000008 0.000008 m3
Degree of Saturation S = Vw / Vv 44.2% 55.5% 79.1% 47.7% 57.5% 58.3%
1956.3
1757.0
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test: Bulk Density - Linear Measurement
Sample Receive Date: 15-Mar-19
Lab Number: 19/075
Test Date: 10-Apr-19
Tin No: T03 T13 T67 T46 T55 -
Pan weight (g): 22.47 22.277 26.525 21.393 26.612 -
Pan + wet (g): 80.386 85.751 88.706 82.249 89.063 -
Pan + Dry (g): 78.074 82.945 85.703 79.523 86.568 -
Wet Soil (g): 57.916 63.474 62.181 60.856 62.451 -
Dry Soil (g): 55.604 60.668 59.178 58.130 59.956 -
Moisture Loss (g): 2.312 2.806 3.003 2.726 2.495 -
Moisture Content (%) 4.2% 4.6% 5.1% 4.7% 4.2% -
Length/Height 1 (mm): 19.92 19.920 19.92 19.92 19.92 -
Length/Height 2 (mm): 20.01 20.010 20.01 20.01 20.01 -
Length/Height 3 (mm): 19.88 19.880 19.88 19.88 19.88 -
Ave. Length (cm): 1.994 1.994 1.994 1.994 1.994 -
Diameter/Width 1 (cm): 4.996 4.996 4.996 4.996 4.996 -
Diameter/Width 2 (cm): 4.971 4.971 4.971 4.971 4.971 -
Ave. Diameter (cm): 4.984 4.984 4.984 4.984 4.984 -
Volume (m3): 0.000039 0.000039 0.000039 0.000039 0.000039 -
Moist Unit Weight (kg/m3) 1488.7 1631.6 1598.3 1564.3 1605.3 -
Ave. Moist Unit Weight (kg/m3)
Dry Unit Weight (kg/m3) 1429.3 1559.5 1521.2 1494.2 1541.2 -
Ave. Dry Unit Weight (kg/m3)
Specific Gravity (Gs) 2.730 2.730 2.730 2.730 2.730 -
Volume Soil (Vs) Ws/(Gs*γw) 0.000020 0.000022 0.000022 0.000021 0.000022 - m3
Volume Voids (Vv) V - Vs 0.000019 0.000017 0.000017 0.000018 0.000017 - m3
Void Ratio (e) Vv/Vs 0.910 0.751 0.795 0.827 0.771 -
Porosity e/(1+e) 0.476 0.429 0.443 0.453 0.435 -
Volume of Water (Vw) Ww/γw 0.000002 0.000003 0.000003 0.000003 0.000002 - m3
Degree of Saturation S = Vw / Vv 12.5% 16.8% 17.4% 15.5% 14.7% -
1577.6
1509.1
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01
Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 1 of 7
Test Date: 10-Apr-19
0.00 0.00 0.657
0.25 0.50 0.649
0.50 0.71 0.649
1.00 1.00 0.648
2.00 1.41 0.648
2.50 1.58 0.648
4.00 2.00 0.648
6.25 2.50 0.647
9.00 3.00 0.647
16.00 4.00 0.647
25.00 5.00 0.647
36.00 6.00 0.647
64.00 8.00 0.646
100.00 10.00 0.646
256.00 16.00 0.646
1654.00 40.67 0.64525 0.736
25 0.654
25 0.680
25 0.629
25 0.644
25 0.583
25 0.603
25 0.624
25 0.570
25 0.583
25 0.547
25 0.552
25 0.521
25 0.532
12.5 (Seating) 0.000
25 0.506
Time (min) SQRT (time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
15-Apr-19
Oedometer Collapse Potential Stage Data
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0.700
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
Vert. Strain
SQRT(Time)
0.400
0.500
0.600
0.700
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01Sample Position: 1.0-1.2m
Test:
Sample Date:
Lab Number: 19/070 Page 2 of 7
Test Date: 10-Apr-19
0.00 0.00 0.647
0.25 0.50 0.636
0.50 0.71 0.635
1.00 1.00 0.634
2.00 1.41 0.634
2.50 1.58 0.634
4.00 2.00 0.633
6.25 2.50 0.633
9.00 3.00 0.632
16.00 4.00 0.632
25.00 5.00 0.632
36.00 6.00 0.632
64.00 8.00 0.631
100.00 10.00 0.631
256.00 16.00 0.630
1330.00 36.47 0.62450 2.024
50 1.574
50 1.605
50 1.646
50 1.513
50 1.534
50 1.544
50 1.452
50 1.472
50 1.498
50 1.395
50 1.416
50 1.421
25 0.624
50 1.247
50 1.349
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
0.500
1.000
1.500
2.000
2.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
Vert. Strain
SQRT(Time)
1.000
1.500
2.000
2.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 2 of 7
Test Date: 10-Apr-19
0.00 0.00 0.624
0.25 0.50 0.614
0.50 0.71 0.614
1.00 1.00 0.614
2.00 1.41 0.613
2.50 1.58 0.613
4.00 2.00 0.613
6.25 2.50 0.612
9.00 3.00 0.612
16.00 4.00 0.612
25.00 5.00 0.611
36.00 6.00 0.611
64.00 8.00 0.610
100.00 10.00 0.610
256.00 16.00 0.607
1599.00 39.99 0.602100 3.302
100 2.842
100 2.857
100 3.006
100 2.750
100 2.781
100 2.801
100 2.689
100 2.709
100 2.740
100 2.622
100 2.658
100 2.668
50 2.024
100 2.576
100 2.602
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
2.000
2.500
3.000
3.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
2.500
3.000
3.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 4 of 7
Test Date: 10-Apr-19
0.00 0.00 0.602
0.25 0.50 0.586
0.50 0.71 0.585
1.00 1.00 0.584
2.00 1.41 0.583
2.50 1.58 0.583
4.00 2.00 0.582
6.25 2.50 0.582
9.00 3.00 0.581
16.00 4.00 0.580
25.00 5.00 0.580
36.00 6.00 0.579
64.00 8.00 0.579
100.00 10.00 0.578
256.00 16.00 0.576
1457.00 38.17 0.569200 5.291
5.291
200 4.744
200 4.790
200 4.897
200 4.631
200 4.667
200 4.698
200 4.524
200 4.555
200 4.580
200 4.417
200 4.468
200 4.488
100 3.302
200 4.314
200 4.365
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
3.000
3.500
4.000
4.500
5.000
5.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
4.000
4.500
5.000
5.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 5 of 7
Test Date: 10-Apr-19
0.00 0.00 0.569 Add Water
0.50 0.71 0.528
1.00 1.00 0.514
2.00 1.41 0.500
2.50 1.58 0.495
4.00 2.00 0.477
6.25 2.50 0.465
9.00 3.00 0.454
16.00 4.00 0.445
25.00 5.00 0.436
36.00 6.00 0.435
64.00 8.00 0.433
100.00 10.00 0.432
256.00 16.00 0.431
1640.00 40.50 0.430
200 13.587
200 13.658
200 13.730
200 13.331
200 13.423
200 13.556
200 11.573
200 12.278
200 12.810
200 9.477
200 9.763
200 10.893
200 5.291
200 7.790
200 8.659
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
5.000
6.000
7.000
8.000
9.000
10.000
11.000
12.000
13.000
14.000
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
6.500
7.500
8.500
9.500
10.500
11.500
12.500
13.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01
Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 6 of 7
Test Date: 10-Apr-19
0.00 0.00 0.430
0.25 0.50 0.394
0.50 0.71 0.391
1.00 1.00 0.388
2.00 1.41 0.386
2.50 1.58 0.385
4.00 2.00 0.383
6.25 2.50 0.381
9.00 3.00 0.380
16.00 4.00 0.378
25.00 5.00 0.377
36.00 6.00 0.376
64.00 8.00 0.375
100.00 10.00 0.374
256.00 16.00 0.373
1350.00 36.74 0.371400 17.288
400 17.017
400 17.073
400 17.134
400 16.828
400 16.889
400 16.940
400 16.562
400 16.644
400 16.725
400 16.235
400 16.388
400 16.419
200 13.730
400 15.897
400 16.061
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
13.500
14.000
14.500
15.000
15.500
16.000
16.500
17.000
17.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
Vert. Strain
SQRT(Time)
15.500
16.000
16.500
17.000
17.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 7 of 7
Test Date: 10-Apr-19
0.00 0.00 0.371
0.25 0.50 0.327
0.50 0.71 0.325
1.00 1.00 0.322
2.00 1.41 0.320
2.50 1.58 0.319
4.00 2.00 0.316
6.25 2.50 0.316
9.00 3.00 0.314
16.00 4.00 0.312
25.00 5.00 0.311
36.00 6.00 0.309
64.00 8.00 0.308
100.00 10.00 0.307
256.00 16.00 0.305
1495.00 38.67 0.303800 21.367
800 21.075
800 21.132
800 21.254
800 20.825
800 20.902
800 20.999
800 20.559
800 20.600
800 20.702
800 20.212
800 20.329
800 20.391
400 17.288
800 19.905
800 20.068
Oedometer Collapse Potential Stage Data
15-Apr-19
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%) Void Ratio
17.000
17.500
18.000
18.500
19.000
19.500
20.000
20.500
21.000
21.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
19.500
20.000
20.500
21.000
21.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 1 of 7
Test Date: 10-Apr-19
0.00 0.00 0.692
0.25 0.50 0.673
0.50 0.71 0.673
1.00 1.00 0.671
2.00 1.41 0.668
2.50 1.58 0.667
4.00 2.00 0.666
6.25 2.50 0.664
9.00 3.00 0.662
16.00 4.00 0.661
25.00 5.00 0.658
36.00 6.00 0.657
64.00 8.00 0.654
100.00 10.00 0.652
256.00 16.00 0.649
1681.00 41.00 0.644
Oedometer Collapse Potential Stage Data
25
25
2.340
2.223
25
25
25
25
25
25
25
25
Time (min) SQRT (time) Vertical Stress (kPa)
1.109
0.000
Vert. Strain (%)
25
25
25
25
25
12.5 (Seating)
1.150
15-Apr-19
2.818
2.528
1.414
Void Ratio
1.557
1.272
2.025
1.862
1.781
1.679
1.455
2.096
0.000
0.500
1.000
1.500
2.000
2.500
3.000
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
14.00
15.00
16.00
17.00
Vert. Strain
SQRT(Time)
1.000
1.500
2.000
2.500
3.000
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13Sample Position: 0.8-1.0m
Test:
Sample Date:
Lab Number: 19/075 Page 2 of 7
Test Date: 10-Apr-19
0.00 0.00 0.658
0.25 0.50 0.619
0.50 0.71 0.617
1.00 1.00 0.616
2.00 1.41 0.612
2.50 1.58 0.610
4.00 2.00 0.607
6.25 2.50 0.606
9.00 3.00 0.603
16.00 4.00 0.601
25.00 5.00 0.599
36.00 6.00 0.597
64.00 8.00 0.594
100.00 10.00 0.591
256.00 16.00 0.588
1332.00 36.50 0.582
5.993
Oedometer Collapse Potential Stage Data
Void Ratio
50
50
50
50
50
50
50
25
50
SQRT (Time) Vertical Stress (kPa)
50
Time (min)
50
4.51750
50
50
50
50
5.077
4.721
6.135
6.512
Vert. Strain (%)
5.825
4.416
4.314
15-Apr-19
2.025
5.626
5.484
5.387
5.275
5.026
4.823
2.000
2.500
3.000
3.500
4.000
4.500
5.000
5.500
6.000
6.500
7.000
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
Vert. Strain
SQRT(Time)
4.000
4.500
5.000
5.500
6.000
6.500
7.000
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 2 of 7
Test Date: 10-Apr-19
0.00 0.00 0.582
0.25 0.50 0.564
0.50 0.71 0.559
1.00 1.00 0.556
2.00 1.41 0.552
2.50 1.58 0.551
4.00 2.00 0.549
6.25 2.50 0.546
9.00 3.00 0.542
16.00 4.00 0.538
25.00 5.00 0.535
36.00 6.00 0.531
64.00 8.00 0.527
100.00 10.00 0.524
256.00 16.00 0.516
1600.00 40.00 0.511
Oedometer Collapse Potential Stage Data
100
100
100
Time (min) SQRT (Time) Vertical Stress (kPa)
50
100
100
100
8.262
100
100
100
7.570
8.028
6.512
100
9.523
9.299
9.086
9.768
Vert. Strain (%)
10.693
100
7.865100
100 8.313
9.940100
100 10.419
8.872
Void Ratio
15-Apr-19
8.638
8.475
6.000
6.500
7.000
7.500
8.000
8.500
9.000
9.500
10.000
10.500
11.000
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
7.000
7.500
8.000
8.500
9.000
9.500
10.000
10.500
11.000
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 4 of 7
Test Date: 10-Apr-19
0.00 0.00 0.511
0.25 0.50 0.480
0.50 0.71 0.477
1.00 1.00 0.473
2.00 1.41 0.469
2.50 1.58 0.468
4.00 2.00 0.465
6.25 2.50 0.462
9.00 3.00 0.459
16.00 4.00 0.455
25.00 5.00 0.452
36.00 6.00 0.450
66.00 8.12 0.446
100.00 10.00 0.444
256.00 16.00 0.438
1454.00 38.13 0.432
Oedometer Collapse Potential Stage Data
15.363
200
200
200
13.761
12.942
14.687
14.544
14.321
200
200
200
200
14.178
200
200
200
200
200
200
200
100
Time (min) SQRT (Time) Vertical Stress (kPa) Void Ratio
200
Vert. Strain (%)
10.693
15-Apr-19
13.176
15.363
15.002
12.728
13.613
13.441
14.000
13.257
12.525
10.000
11.000
12.000
13.000
14.000
15.000
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
12.000
13.000
14.000
15.000
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 5 of 7
Test Date: 10-Apr-19
0.00 0.00 0.432 Add Water
0.50 0.71 0.432
1.00 1.00 0.432
2.00 1.41 0.432
2.50 1.58 0.432
4.00 2.00 0.432
6.25 2.50 0.431
9.00 3.00 0.431
16.00 4.00 0.430
25.00 5.00 0.426
36.00 6.00 0.420
64.00 8.00 0.414
100.00 10.00 0.409
256.00 16.00 0.407
1642.00 40.52 0.386
Oedometer Collapse Potential Stage Data
200
200
200
200
18.100
16.839
16.707
16.422
200
200
200
200
200
200
200
200
200
Void Ratio
200
200
Time (min) SQRT (Time) Vertical Stress (kPa)
16.060
15.369
15.363
15.384
15.425
15.414
Vert. Strain (%)
15.363
15.376
15.374
15.730
15.501
15-Apr-19
15.000
15.500
16.000
16.500
17.000
17.500
18.000
18.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
15.000
15.500
16.000
16.500
17.000
17.500
18.000
18.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Log Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 6 of 7
Test Date: 10-Apr-19
0.00 0.00 0.386
0.25 0.50 0.378
0.50 0.71 0.375
1.00 1.00 0.371
2.00 1.41 0.368
2.50 1.58 0.367
4.00 2.00 0.364
6.25 2.50 0.362
9.00 3.00 0.359
16.00 4.00 0.357
25.00 5.00 0.354
36.00 6.00 0.352
64.00 8.00 0.349
100.00 10.00 0.346
256.00 16.00 0.343
1348.00 36.72 0.334
Oedometer Collapse Potential Stage Data
400
400
400
400
400
Void Ratio
400
400
400
18.762
15-Apr-19
200
400 18.579
18.100
400
400
400
400
400
400
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%)
19.820
19.667
19.525
19.382
19.220
19.138
18.975
21.183
20.624
20.451
20.278
20.105
19.973
18.000
18.500
19.000
19.500
20.000
20.500
21.000
21.500
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
Vert. Strain
SQRT(Time)
18.000
18.500
19.000
19.500
20.000
20.500
21.000
21.500
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 7 of 7
Test Date: 10-Apr-19
0.00 0.00 0.334
0.25 0.50 0.297
0.50 0.71 0.295
1.00 1.00 0.292
2.00 1.41 0.290
2.50 1.58 0.289
4.00 2.00 0.287
6.25 2.50 0.285
9.00 3.00 0.284
16.00 4.00 0.281
25.00 5.00 0.279
36.00 6.00 0.277
64.00 8.00 0.275
100.00 10.00 0.274
256.00 16.00 0.269
1499.00 38.72 0.264
Oedometer Collapse Potential Stage Data
800 23.361
800
400 21.183
15-Apr-19
23.625
Time (min) SQRT (Time) Vertical Stress (kPa) Vert. Strain (%)
24.042
800 24.129
Void Ratio
23.452
800 23.747
800 23.818
800
800 24.287
800 24.388
800 24.521
800 23.941
800
800 25.314
800 24.638
800 24.688
800 25.019
21.000
22.000
23.000
24.000
25.000
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
45.00
Vert. Strain
SQRT(Time)
23.000
24.000
25.000
0.10
1.00
10.00
100.00
1000.00
10000.00
Vert. Strain
Time (min)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01
Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 1 of 2
Test Date: 10-Apr-19
Specimen condition: Undisturbed
Ring Diameter : 74.66 mm
Height of Ring : 19.56 mm
Weight of Ring : 119.27 g
Initial Weight of Ring & Soil : 278.91 g
Initial Volume : 85.679 cm3
Initial Mass : 159.64 g
Dry mass : 142.70 g
Initial Water Content : 11.9 %
Initial Dry Density : 1.666 Mg/m3
Particle Density (Assumed) : (Assumed) 2.76 Mg/m3
Initial Void Ratio : 0.657
Final Water Content : 16.0 %
Final Dry Density (800kPa): 2.109 Mg/m3
cʋ mʋ
0 - - - -
12.5 - 19.56 - -
25 0.704106978 19.42 19.49 14.0282 0.010 12.5 1.657 0.499
50 0.432309036 19.17 19.29 22.3861 0.023 25 1.647 0.564
100 0.463216285 18.92 19.04 20.3524 0.021 50 1.624 0.261
200 0.695273625 18.53 18.72 13.1083 0.033 100 1.602 0.206
200 1.519879034 16.88 17.70 5.3608
400 0.808815396 16.08 16.48 8.7284 0.059 200 1.430 0.206
800 0.9529916 15.38 16.13 7.0983 0.068 400 1.371 0.123
Collapsed
1 + e10.026*H2/t50
(m2/year)
(δe/δp)*1000/(
1+e1) (m2/MN)
Coefficient of Consolidation and Volume Compressibility
Pressure
(kPa)t50 (min.) H (mm)
Ĥ (mm)
(H1+H2)/2 δe δp (kN/m
2)
Oedometer Collapse Potential
15-Apr-19
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0
2
4
6
8
10
1214
16
18
20
22
24
0
100
200
300
400
500
600
700
800
mv(m2/NM)
Cv(m2/year)
Effective Vert. Stress (kPa)
cʋ
mʋ
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP01
Sample Position: 1.0-1.2m
Test:
Sample Receive Date:
Lab Number: 19/070 Page 2 of 2
Test Date: 10-Apr-19
12.5 0.657
25 0.647
50 0.624
100 0.602
200 0.569
200 Water 0.430
400 0.371
800 0.303
400 0.306
200 0.311
100 0.316
50 0.323
25 0.331
12.5 0.33919.169
20.569
20.171
19.665
17.288
21.367
Un-Load
21.173
20.917
Load
0.000
0.624
2.024
3.302
5.291
13.730
Vertical
Stress
(kPa)
Vert. Strain (%) Void Ratio
Oedometer Collapse Potential
15-Apr-19
0.250
0.300
0.350
0.400
0.450
0.500
0.550
0.600
0.650
0.700
10
100
1000
Void Ratio (e)
Log Vert. Stress (kPa)
e log(p)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 1 of 2
Test Date: 10-Apr-19
Specimen condition: Undisturbed
Ring Diameter : 74.88 mm
Height of Ring : 19.66 mm
Weight of Ring : 116.78 g
Initial Weight of Ring & Soil : 263.29 g
Initial Volume : 86.599 cm3
Initial Mass : 146.51 g
Dry mass : 139.72 g
Initial Water Content : 4.9 %
Initial Dry Density : 1.613 Mg/m3
Particle Density: 2.73 Mg/m3
Initial Void Ratio : 0.692
Final Water Content : 15.6 %
Final Dry Density (800kPa): 2.150 Mg/m3
cʋ mʋ
0 - - - -
12.5 - 19.66 - -
25 1.333258384 19.10 19.38 7.3243 0.034 12.5 1.692 1.620
50 1.881119805 18.38 18.74 4.8540 0.076 25 1.658 1.832
100 2.371368949 17.56 17.97 3.5390 0.071 50 1.582 0.895
200 1.120405118 16.64 17.10 6.7825 0.079 100 1.511 0.523
200 35.85728726 16.10 16.37 0.1943
400 1.570893939 15.27 15.68 4.0708 0.052 200 1.386 0.188
800 1.572167751 14.68 15.39 3.9170 0.070 400 1.334 0.131
Oedometer Collapse Potential
δp (kN/m2)
(δe/δp)*1000/(
1+e1) (m2/MN)
15-Apr-19
δe 1 + e1
Collapsed
Coefficient of Consolidation and Volume Compressibility
H (mm)Ĥ (mm)
(H1+H2)/2t50 (min.)
Pressure
(kPa)0.026*H
2/t50
(m2/year)
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
1.600
1.800
2.000
0
2
4
6
8
10
12
14
16
18
20
0
100
200
300
400
500
600
700
800
mv(m2/NM)
Cv(m2/year)
Effective Vert. Stress (kPa)
cʋ
mʋ
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Project: Cygnus Coal
Sample Number: TP13
Sample Position: 0.8-1.0m
Test:
Sample Receive Date:
Lab Number: 19/075 Page 2 of 2
Test Date: 10-Apr-19
12.5 0.692
25 0.658
50 0.582
100 0.511
200 0.432
200 Water 0.386
400 0.334
800 0.264
400 0.267
200 0.270
100 0.273
50 0.276
25 0.279
12.5 0.283
Void Ratio
24.180
24.582
Vertical
Stress
(kPa)
Load
Un-Load
15.363
21.183
Vert. Strain (%)
0.000
25.131
24.953
24.388
25.314
Oedometer Collapse Potential
15-Apr-19
24.770
10.693
6.512
2.025
18.100
0.200
0.250
0.300
0.350
0.400
0.450
0.500
0.550
0.600
0.650
0.700
0.750
10
100
1000
Void Ratio (e)
Log Vert. Stress (kPa)
e log(p)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
P1/3
Project: Cygnus Coal
Sample Number: TP38
Sample Position: 0.6-0.75
Test: DIRECT SHEAR TEST
Preparation: Undisturbed
Lab Number: 19/080
Test Date:
Normal Stress (kPa): 50.0 ∆h ∆v Ƭ
Preparation: Undisturbed mm mm kPa
Particle Density: 2.6 0.00 0.000 0.00
Specimen Diameter (mm): 75.0 0.00 0.000 1.71
Specimen Height (mm): 24.6 0.06 0.001 6.85
Specimen Volume (cm3): 108.9 0.17 -0.958 10.79
Initial Water Content: 4.7% 0.25 -0.081 12.16
Volume of Soil (Vs) (cm3): 71.2 0.31 -0.102 13.70
Volume of Voids (Vv) (cm3): 37.6 0.41 -0.132 15.41
Initial Void Ratio (e) (Vv/Vs) : 0.528 0.49 -0.152 17.30
Porosity : 0.346 0.64 -0.190 20.55
Initial Dry Density (kg/m3): 1701.163 0.82 -0.222 23.12
Volume of Water (Vw) (cm3) : 8.7 0.96 -0.251 24.32
Initial Saturation (Vw/Vv): 23.2% 1.24 -0.294 27.23
Shear Rate (mm/min): 0.0167 1.48 -0.320 28.94
Final Water Content: 15.2% 1.72 -0.343 29.97
1.99 -0.370 31.00
2.31 -0.394 32.54
2.66 -0.422 32.71
3.00 -0.443 34.25
3.34 -0.467 34.42
3.66 -0.481 35.62
4.04 -0.503 35.96
4.37 -0.522 35.96
4.71 -0.534 35.96
5.07 -0.552 35.96
5.59 -0.571 35.96
6.10 -0.592 35.96
6.61 -0.611 36.14
7.12 -0.629 35.79
7.68 -0.642 36.14
0.00 0.000 0.00
0.00 0.000 0.00
0.00 0.000 0.00
12-Apr-19
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
P2/3
Project: Cygnus Coal
Sample Number: TP38
Sample Position: 0.6-0.75
Test: DIRECT SHEAR TEST
Sample Date: Undisturbed
Lab Number: 19/080
Test Date:
Normal Stress (kPa): 100.0 ∆h ∆v Ƭ
Preparation: Undisturbed mm mm kPa
Particle Density: 2.6 0.00 0.000 0.00
Specimen Diameter (mm): 75.0 0.00 0.000 0.00
Specimen Height (mm): 24.6 0.20 -0.019 0.65
Specimen Volume (cm3): 108.9 0.31 -0.019 5.23
Initial Water Content: 5.2% 0.38 -0.029 8.39
Volume of Soil (Vs) (cm3): 73.4 0.44 -0.039 10.97
Volume of Voids (Vv) (cm3): 35.5 0.54 -0.059 14.19
Initial Void Ratio (e) (Vv/Vs) : 0.483 0.63 -0.078 16.90
Porosity : 0.326 0.77 -0.114 20.64
Initial Dry Density (kg/m3): 1752.731 0.95 -0.214 25.16
Volume of Water (Vw) (cm3) : 9.9 1.11 -0.180 28.38
Initial Saturation (Vw/Vv): 27.8% 1.37 -0.230 34.96
Shear Rate (mm/min): 0.0169 1.61 -0.269 40.25
Final Water Content: 13.8% 1.84 -0.304 44.51
2.14 -0.350 48.25
2.46 -0.399 51.29
2.78 -0.439 54.83
3.15 -0.488 57.74
3.47 -0.518 60.51
3.78 -0.549 62.51
4.17 -0.589 63.22
4.52 -0.599 65.80
4.81 -0.629 67.09
5.17 -0.659 67.74
5.68 -0.688 70.32
6.19 -0.719 71.61
6.69 -0.754 72.77
7.21 -0.779 73.54
7.76 -0.794 74.83
0.00 0.000 0.00
0.00 0.000 0.00
0.00 0.000 0.00
12-Apr-19
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
P3/3
Project: Cygnus Coal
Sample Number: TP38
Sample Position: 0.6-0.75
Test: DIRECT SHEAR TEST
Sample Date: Undisturbed
Lab Number: 19/080
Test Date:
Normal Stress (kPa): 200.0 ∆h ∆v Ƭ
Preparation: Undisturbed mm mm kPa
Particle Density: 2.6 0.00 0.000 0.00
Specimen Diameter (mm): 75.0 0.00 0.000 0.00
Specimen Height (mm): 24.6 0.07 -0.010 2.41
Specimen Volume (cm3): 108.9 0.17 -0.019 12.06
Initial Water Content: 5.0% 0.24 -0.031 19.54
Volume of Soil (Vs) (cm3): 72.2 0.29 -0.043 24.12
Volume of Voids (Vv) (cm3): 36.7 0.38 -0.070 28.94
Initial Void Ratio (e) (Vv/Vs) : 0.508 0.46 -0.091 33.77
Porosity : 0.337 0.60 -0.122 41.00
Initial Dry Density (kg/m3): 1724.457 0.77 -0.171 50.17
Volume of Water (Vw) (cm3) : 9.5 0.93 -0.201 55.47
Initial Saturation (Vw/Vv): 25.8% 1.25 -0.281 69.94
Shear Rate (mm/min): 0.0164 1.44 -0.317 75.25
Final Water Content: 14.3% 1.69 -0.361 83.21
1.98 -0.411 94.06
2.30 -0.461 101.30
2.64 -0.510 108.29
2.96 -0.550 112.15
3.25 -0.573 115.77
3.61 -0.606 120.59
3.97 -0.639 123.24
4.36 -0.666 127.58
4.61 -0.681 130.00
4.97 -0.701 130.24
5.47 -0.721 132.65
6.00 -0.741 132.89
6.51 -0.761 132.65
7.04 -0.781 132.89
7.55 -0.800 132.89
0.00 0.000 0.00
0.00 0.000 0.00
0.00 0.000 0.00
12-Apr-19
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
P1/2
Project: Cygnus Coal
Sample Number: TP38
Sample Position: 0.6-0.75
Test: DIRECT SHEAR TEST
Preparation: Remoulded
Lab Number: 19/080
Test Date:
Normal Stress (kPa) 50.0 100.0 200.0
Shear Stress (kPa) 36.1 74.8 132.9
Displacement (mm) 6.6 7.8 6.4
12-Apr-19
0
25
50
75
100
125
150
0 1 2 3 4 5 6 7 8 9
Shear Stress (kPa)
Displacement (mm)
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
P2/2
Project: Cygnus Coal
Sample Number: TP38
Sample Position: 0.6-0.75
Test:
Preparation:
Lab Number: 19/080
Test Date:
Linear trendline fit intersecting zero:
Apparent Cohesion Intersect : 0.0
Angle of Shear Resistance Ø : 34.3 °
Linear trendline fit intersecting 3 data points:
Apparent Cohesion Intersect : 7.1
Angle of Shear Resistance Ø : 32.4 °
Sample: 1 2 3
Initial Moisture: 4.7% 5.2% 5.0%
Initial Bulk Density (kg/m3): 1781.4 1843.3 1811.3
Initial Dry Density(kg/m3): 1701.2 1752.7 1724.5
12-Apr-19
DIRECT SHEAR TEST
Remoulded
y = 0.6832x
R² = 0.9873
y = 0.6358x + 7.1069
R² = 0.9944
0.0
20.0
40.0
60.0
80.0
100.0
120.0
140.0
160.0
0.0 50.0 100.0 150.0 200.0 250.0Shear Stress at Failure (KPa)
Normal Stress (kPa)
Shear Strength
250 ORION AveMonument Park 0181
PO Box 26272Monument Park0105
Tel/Fax 012 346 7586Cell: 082 375 [email protected]
Reg. No: cc 200004833323
Telephone: +2712 – 349 – 1066 Facsimile: +2712 – 349 – 2064 Email: [email protected]
WATERLAB (PTY) LTD
CERTIFICATE OF ANALYSES BASSON INDEX
Date received: 2019-04-18 Date completed: 2019-04-30 Project number: 1000 Report number: 82544 Order number:
Client name: BM Du Plessis Civil Engineering Contact person: Bennie du Plessis Address: P.O. Box 26272, Monument Park, 0105 Email: [email protected] Telephone: 012 346 7586 Cell: 082 375 3003
S. Laubscher__________________ Assistant Geochemistry Project Manager The information contained in this report is relevant only to the sample/samples supplied to WATERLAB (Pty) Ltd. Any further use of the above information is not the responsibility or liability of WATERLAB (Pty) Ltd. Except for the full report, parts of this report may not be reproduced without written approval of WATERLAB (Pty) Ltd.
Page 1 of 3
23B De Havilland Crescent Persequor Techno Park, Meiring Naudé Road, Pretoria P.O. Box 283, 0020
8
Analyses in mg/ℓ (Unless specified otherwise)
Sample Identification:
TP12 1.0-1.4m 19/074 TP13 0.8-1.0m 19/075
Sample Number 61299 61300
pH Value at 25°C 7.3 7.4
pHs Value at 20°C (calc) 8.8 8.7
Electrical Conductivity in mS/m at 25°C 15.1 13.1
Total Dissolved Solids* (calc) 101 88
Total Alkalinity as CaCO3 40 44
Total Hardness as CaCO3 (calc) 47 51
Calcium Hardness as CaCO3 (calc) 35 47
Calcium as Ca 14 19
Magnesium as Mg 3 1
Free & Saline Ammonia <0.1 0.1
Ammonium as NH4 (calc) <0.3 <0.3
Sulphate as SO4 18 <2
Chloride as Cl 6 17
Langelier Index at 20°C (calc) -1.5 -1.3
Ryznar Index at 20°C (calc) 10.4 9.9
Corrosivity Ratio (calc) 0.7 0.6
Leaching Index [LCSI] (calc) 1515 1312
Spalling Index [SCSI] (calc) 3 1
Aggressiveness Index [Nc] (calc) 1517 1313
*TDS Calculated EC X 6.7
2:1 Distilled Water : Soil Extract
Important notes (see table for corrections on p.3): 1. The above aggressiveness index is only applicable for conditions of laminar flow at a mean annual temperature of 20°C. 2. For stagnant/turbulent conditions the aggressiveness index must be corrected. 3. For wet/dry cycling conditions (for example in tidal zones) the aggressiveness index must be corrected. 4. For mean annual temperatures lower/higher than 20°C the aggressiveness index must be corrected.
Telephone: +2712 – 349 – 1066 Facsimile: +2712 – 349 – 2064 Email: [email protected]
WATERLAB (PTY) LTD
CERTIFICATE OF ANALYSES BASSON INDEX
Date received: 2019-04-18 Date completed: 2019-04-30 Project number: 1000 Report number: 82544 Order number:
Client name: BM Du Plessis Civil Engineering Contact person: Bennie du Plessis Address: P.O. Box 26272, Monument Park, 0105 Email: [email protected] Telephone: 012 346 7586 Cell: 082 375 3003
S. Laubscher__________________ Assistant Geochemistry Project Manager The information contained in this report is relevant only to the sample/samples supplied to WATERLAB (Pty) Ltd. Any further use of the above information is not the responsibility or liability of WATERLAB (Pty) Ltd. Except for the full report, parts of this report may not be reproduced without written approval of WATERLAB (Pty) Ltd.
Page 2 of 3
23B De Havilland Crescent Persequor Techno Park, Meiring Naudé Road, Pretoria P.O. Box 283, 0020
Guidelines for assessing overall aggressiveness (Nc):
Aggressiveness Towards Concrete and Fibre Cement Pipes
Index Aggressive Neutral Non- Aggressive
a) Stability pH (pHs) > pH = pH <pH
b) Langelier Index Neg. Value Zero Pos. Value
c) Ryznar Index >7.5 6-7 <6
Corrosiveness Towards metals
Corrosivity >0.2
Sample Name Sample Number Corrosivity Indices Basson Index
TP12 1.0-1.4m 19/074 61299 Corrosive Aggressive
TP13 0.8-1.0m 19/075 61300 Corrosive Aggressive
Nc Aggressiveness
Not greater than 300 None to mild
400-700 Mild to moderate
800-1000 High
= or > 1 100 Very high
Telephone: +2712 – 349 – 1066 Facsimile: +2712 – 349 – 2064 Email: [email protected]
WATERLAB (PTY) LTD
CERTIFICATE OF ANALYSES BASSON INDEX
Date received: 2019-04-18 Date completed: 2019-04-30 Project number: 1000 Report number: 82544 Order number:
Client name: BM Du Plessis Civil Engineering Contact person: Bennie du Plessis Address: P.O. Box 26272, Monument Park, 0105 Email: [email protected] Telephone: 012 346 7586 Cell: 082 375 3003
S. Laubscher__________________ Assistant Geochemistry Project Manager The information contained in this report is relevant only to the sample/samples supplied to WATERLAB (Pty) Ltd. Any further use of the above information is not the responsibility or liability of WATERLAB (Pty) Ltd. Except for the full report, parts of this report may not be reproduced without written approval of WATERLAB (Pty) Ltd.
Page 3 of 3
23B De Havilland Crescent Persequor Techno Park, Meiring Naudé Road, Pretoria P.O. Box 283, 0020
To correct for: Multiply By: (see Notes 2 to 5 below)
Turbulence LCSI 1.75
Stagnance LCSI 0.5
Temperature LCSI, SCSI, N7
Where N7=0.2 x Cl in mg/l (1+ [0.05 x (T-20)])
Wet-dry cycles SCSI
0.23 x 10-6 x TDS x DTF x CPA Where: DTF = Dry Time Fraction CPA = wet-dry cycles per annum
Note 1: Only if the concrete contains embedded steel. Note 2: To preserve the correct logical relationships when dealing with the negative sub-indices (i.e. LCSI or SCSI having minus values) they should be multiplied by the reciprocal of the relevant factor indicated in this column Note 3: If more than one correction is required, multiply by the product of the individual correction factors Note 4: Use subscript c to indicate that the index has been corrected, e.g. for turbulent conditions LCSIc = LCSI x 1.75 Note 5: Round off corrected indices to the nearest 100.
SRK Consulting: 544580: Geotechnical Investigation Page 33
MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July 2019
SRK Report Distribution Record
Report No. 544580
Copy No. 1
Name/Title Company Copy Date Authorised by
Cygnus coal geotechnical investigation
Universal Coal Development V (Pty) Ltd.
1 STIJ
Approval Signature:
This report is protected by copyright vested in SRK (South Africa) (Pty) Ltd. It may not be reproduced
or transmitted in any form or by any means whatsoever to any person without the written permission
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