Phase 1 Geotechnical Investigation: Cygnus Coal...SRK Consulting: 544580: Geotechnical Investigation Page 3 MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July

Phase 1 Geotechnical Investigation: Cygnus Coal

Report Prepared for

Universal Coal Development (Pty) Ltd

Report Number 544580

Report Prepared by

July 2019

SRK Consulting: 544580: Geotechnical Investigation Page i

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

SRK Consulting: 544580: Geotechnical Investigation Page ii


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

SRK Consulting: 544580: Geotechnical Investigation Page iii


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

SRK Consulting: 544580: Geotechnical Investigation Page iv


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

SRK Consulting: 544580: Geotechnical Investigation Page v


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.

SRK Consulting: 544580: Geotechnical Investigation Page vi


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

SRK Consulting: 544580: Geotechnical Investigation Page 1


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



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



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.



CYGNUS COAL GEOTECHNICAL

INVETSIGATION TESTPIT LAYOUT

Project No. 544580

Figure 4-1 Test pit layout



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



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)



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



ID Aeolian (silty

sand) (m)

Pebble marker (m)

Ferricrete (m)

Nodular calcrete

(m)

Hardpan calcrete

(m)

Alluvial gravel (m)

Residual granulite

(m)


(m)

Residual shale (m)

Highly weathered

shale (m)


(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 -



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



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 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:



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



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.



Table 4-5 Summary of soil consistency, average indicative bearing capacity and in situ CBR at the discard mine dump area



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.



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


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


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



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%).




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



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.

.



Hardpan ferricrete Nodular calcrete


OMC AND MDD RELATIONSHIP GRAPH Project No.

544580

Figure 5-3 OMC and MDD relationship graphs



Residual shale Highly weatered shale



544580

Figure 5-4 OMC and MDD relationship graphs (continued…)



Highly weatered granulite



544580

Figure 5-5 OMC and MDD relationship graphs (continued…)



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



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.



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



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.



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.



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.



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.

.



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.



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.



Appendices



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




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.


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

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: TP01HOLE No: TP01HOLE No: TP01HOLE No: TP01







0.90

0.00

1.10

1.20



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.


3) No sample taken.

4) E.O.H at 1.20 m bgl. Abrupt refusal.





BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019











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



3) No Sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019











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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019











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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

13/03/2019











0.20

0.00

0.40

Slightly moist, reddish brown, loose, pinholed and rootvoided, silty SAND with abundant fine roots.AEOLIAN.


Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019





0.2

0.3

0.6

0.8







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



3) Small disturbed sample taken at 0.2 - 0.3 m bgl.







BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019





1.5

1.7







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.


Scale1:10

NOTES

1) No groundwater seepage.



4) E.O.H at 1.8 m bgl. Gradual refusal on hardpan calcrete.





BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019











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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019











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.


Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





0.6-0.7







0.30

0.00

0.40

0.70



Slightly moist, reddish brown mottled black andstained orange, loose, intact, sandy Gravel.RESIDUAL GRANULITE

Scale1:10

NOTES

1) No groundwater seepage encountered.


3) Bulk sample taken at 0.6-0.7 m bgl.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019





1.0-1.4







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.


Scale1:10

NOTES









BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





0.8-1.0







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


2) Unstable sidewalls during excavation.







BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











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.


Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





0.3-0.5







0.60

0.00

0.80


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



3) Bulk disturbed sample taken at 0.3-0.5 m bgl.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





0.8-1.0







0.30

0.00

0.50

1.50

Slightly moist, reddish brown, loose, voided, siltySAND with occasional roots. AEOLIAN.


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









BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.30

0.00

0.60

1.40




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

17/03/2019





0.8-0.9







0.50

0.00

0.70

0.90




Scale1:10

NOTES









BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

0.80

1.00




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.40

0.00

0.50

1.40

1.50



Dry, reddish brown mottled greyish white, mediumdense becoming dense with depth, nodular, sandyGRAVEL consisting of nodular calcrete. NODULARCALCRETE.


Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.50

0.00

0.60

1.30

1.50



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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.50

0.00

0.60

1.30

1.40

1.70



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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

0.80

1.20

1.40

Slightly moist, reddish brown, medium dense, voided,silty SAND. AEOLIAN.




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.60

0.00

0.70

1.20

1.30

1.70






Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

0.80

1.35

1.50





Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.80

0.00

0.90

1.40

1.60





Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.60

0.00

0.70

1.90

Slightly moist, reddish brown, medium dense, intact,silty SAND. AEOLIAN.


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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.60

0.00

0.70

1.60

1.80

Slightly moist, reddish brown, loose, intact, silty SANDwith occasional roots. AEOLIAN.


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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

0.80

1.50

2.00





Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





0.4-0.60.4-0.6

1.7-1.8







0.70

0.00

1.60

1.90




Scale1:10

NOTES



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.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

0.90

1.60

2.00


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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019





1.6-1.8







0.60

0.00

0.80

1.50

1.90

2.00


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









BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.70

0.00

1.90

2.10




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.50

0.00

1.70

1.80




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.50

0.00

1.70

1.80




Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











0.60

0.00

1.50

1.60

Slightly moist, reddish brown, loose, intact, siltySAND. AEOLIAN.



Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019











1.30

0.00

1.60



Scale1:10

NOTES



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

13/03/2019





0.6-0.750.6-0.9







1.00

0.00

1.20

1.50




Scale1:10

NOTES



3) Shelby samples taken at 0.6-0.75 m bgl.

4) Small disturbed samples taken at 0.6-0.9 m bgl.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

13/03/2019











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



3) No sample taken.






BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

11/03/2019





0.3-0.4

0.8-1.0







0.10

0.00

0.60

1.10


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



3) Small disturbed sample taken at 0.3-0.4 m bgl.







BOOH AND MTHF

MTHFPERCUSS.SET


DATE :TEXT :

Vertical

12/03/2019







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


(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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)



Number of 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)





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

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Pe

rce

nta

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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


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:




Reg. No: cc 200004833323

0

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0.0

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10

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0

10

0.0

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Pe

rce

nta

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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


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




Reg. No: cc 200004833323


Sample Number: TP30


Test: Bulk Density Measuring Cylinder Water-Displacement of Waxed Specimen


Lab Number: 19/147


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


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


1.80 1.93

1.65 1.76




Reg. No: cc 200004833323


Sample Number: TP01


Test: Bulk Density - Linear Measurement


Lab Number: 19/070


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


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


1956.3

1757.0




Reg. No: cc 200004833323


Sample Number: TP13


Test: Bulk Density - Linear Measurement


Lab Number: 19/075


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




Reg. No: cc 200004833323


Sample Number: TP01


Test:

Sample Receive Date:

Lab Number: 19/070 Page 1 of 7


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)




Reg. No: cc 200004833323


Sample Number: TP01Sample Position: 1.0-1.2m

Test:

Sample Date:



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


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)




Reg. No: cc 200004833323



Test:




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


15-Apr-19


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)




Reg. No: cc 200004833323



Test:




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


15-Apr-19


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)




Reg. No: cc 200004833323



Test:




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


15-Apr-19


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)




Reg. No: cc 200004833323


Sample Number: TP01


Test:




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


15-Apr-19


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)




Reg. No: cc 200004833323



Test:




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


15-Apr-19


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)




Reg. No: cc 200004833323


Sample Number: TP13


Test:




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


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)




Reg. No: cc 200004833323



Test:

Sample Date:



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


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)




Reg. No: cc 200004833323



Test:




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


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)




Reg. No: cc 200004833323



Test:




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


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)




Reg. No: cc 200004833323



Test:




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


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)




Reg. No: cc 200004833323


Sample Number: TP13


Test:




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


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)




Reg. No: cc 200004833323



Test:




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


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)




Reg. No: cc 200004833323


Sample Number: TP01


Test:




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




Reg. No: cc 200004833323


Sample Number: TP01


Test:




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


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)




Reg. No: cc 200004833323


Sample Number: TP13


Test:




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


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




Reg. No: cc 200004833323


Sample Number: TP13


Test:




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


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)




Reg. No: cc 200004833323

P1/3


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




Reg. No: cc 200004833323

P2/3


Sample Number: TP38



Sample Date: Undisturbed

Lab Number: 19/080

Test Date:





Specimen Height (mm): 24.6 0.20 -0.019 0.65






Porosity : 0.326 0.77 -0.114 20.64




Shear Rate (mm/min): 0.0169 1.61 -0.269 40.25


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




Reg. No: cc 200004833323

P3/3


Sample Number: TP38



Sample Date: Undisturbed

Lab Number: 19/080

Test Date:





Specimen Height (mm): 24.6 0.07 -0.010 2.41






Porosity : 0.337 0.60 -0.122 41.00




Shear Rate (mm/min): 0.0164 1.44 -0.317 75.25


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




Reg. No: cc 200004833323

P1/2


Sample Number: TP38



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)




Reg. No: cc 200004833323

P2/2


Sample Number: TP38


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




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.


WATERLAB (PTY) LTD





Page 2 of 3


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


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Page 3 of 3


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 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

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of the copyright holder, SRK.

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Phase 1 Geotechnical Investigation: Cygnus Coal...SRK Consulting: 544580: Geotechnical Investigation Page 3 MTHF/AUCP 544580 SRK Cygnus Coal Geotechnical Investigation Report July