appendix k4 - gcs · contrast, the existing corobrik structures occur on a level at approximately...

Appendix K4 Geotechnical Assessment

REPORT TO

SIVEST ENGINEERING DIVISION

ON A

GEOTECHNICAL INVESTIGATION

FOR THE

PROPOSED DEVELOPMENT

OF

AVOCA SOUTH

DRENNAN MAUD (PTY) LTDGEOTECHNICAL ENGINEERS &

Ref m 23317-B ENGINEERING GEOLOGISTS

MARCH 2014 Durban Head Office

68 Peter Mokaba Ridge, Tollgate, 4001

P.O. Box 30464, Mayville, 4058

Tel : +27 31 201 8992 Fax : +27 31 201 7920

www.drennanmaud.com

http://www.drennanmaud.com

CONTENTS

Page ¹ 1

1. INTRODUCTION AND TERMS OF REFERENCE.. . . . . . . . . . . . . . . . . . . . Page -1-

2. INFORMATION SUPPLIED.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -1-

3. SITE DESCRIPTION AND DEVELOPMENT PROPOSAL. . . . . . . . . . . . . . Page -1-

3.1 Site Description. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -1-

3.2 Development Proposal. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -2-

4. FIELDWORK.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -3-

4.1 Excavation of Inspection Pits : IP’s 1 - 70. . . . . . . . . . . . . . . . . . . Page -3-

4.2 Dynamic Cone Penetrometer Testing : DCP’s 1 - 62. . . . . . . . . . . Page -3-

4.3 Sampling of Subsoil and Bedrock Materials. . . . . . . . . . . . . . . . . Page -4-

4.4 Bedding Plane Measurements. . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -6-

5. GEOLOGY AND SOILS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -6-

5.1 Recent Alluvium.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -6-

5.2 Quaternary Dune Sand. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -6-

5.3 Karoo Dolerite. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -7-

5.3.1 Bedrock.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -7-

5.3.2 Associated Soil Horizons. . . . . . . . . . . . . . . . . . . . . . . . . . Page -7-

5.4 Vryheid Formation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -8-

5.4.1 Bedrock.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -8-

5.4.1.1 Vryheid Formation Shale. . . . . . . . . . . . . . . Page -8-

5.4.1.2 Vryheid Formation Sandstone. . . . . . . . . . . Page -8-

5.4.2 Associated Soil Horizons. . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -8-

6. LABORATORY TEST RESULTS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -8-

6.1 Foundation Indicator Testing .. . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -8-

6.1.1 Recent Alluvium : IP1, 51, 59. . . . . . . . . . . . . . . . . . . . . . . . Page -8-

6.1.2 Quaternary Dune Sand: S2. . . . . . . . . . . . . . . . . . . . . . . . . Page -9-

6.1.3 Colluvial Clay: IP44. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -9-

6.1.4 Very Clayey Existing Fill Material: IP54. . . . . . . . . . . . . . . Page -9-

6.1.5 Residual Vryheid Formation Flanking Drainage

Lines: IP22, 26, 38, 45, 48.. . . . . . . . . . . . . . . . . . . . . . . . . Page -10-

6.2 Road Indicator, Mod AASHTO and CBR Testing. . . . . . . . . . . . . Page -10-

6.2.1 Existing Fill Materials: IP11 and 13. . . . . . . . . . . . . . . . . . Page -10-

6.2.2 Colluvium: IP18, 24, 31. . . . . . . . . . . . . . . . . . . . . . . . . . . Page -11-

6.2.3 Residual Dolerite: IP34.. . . . . . . . . . . . . . . . . . . . . . . . . . . Page -11-

6.2.4 Residual Vryheid Formation: IP23. . . . . . . . . . . . . . . . . . Page -11-

6.2.5 Vryheid Formation: IP20, 43, 47, S1. . . . . . . . . . . . . . . . . Page -12-

6.2.6 Karoo Dolerite: IP18, 19, 21, 34, 70. . . . . . . . . . . . . . . . . . Page -12-

CONTENTS (Cont.)

Page ¹ 2

7. GEOTECHNICAL ASSESSMENT.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -13-

7.1 Slope Stability. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -13-

7.2 Rock Hardness . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -14-

7.3 Materials Assessment. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -14-

7.3.1 Soils. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -14-

7.3.2 Rock Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -15-

7.4 Anticipated Settlements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -15-

7.5 Fill Embankment Immediately North of Existing Head

Office Structures. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -15-

8. RECOMMENDATIONS FOR DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . Page -16-

8.1 Earthworks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -16-

8.1.1 Cutting.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -16-

8.1.2 Filling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -17-

8.1.3 Excavatability. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -18-

8.1.4 Spoiling. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -19-

8.1.5 Bulking. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -19-

8.2 Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -20-

8.3 Road Construction.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -20-

8.3.1 Road Construction Materials.. . . . . . . . . . . . . . . . . . . . . . Page -20-

8.4 Founding of Structures and Surface Beds. . . . . . . . . . . . . . . . . Page -21-

8.4.1 Structures. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -21-

8.4.2 Surface Beds. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -22-

9. CONCLUSION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page -22-

APPENDIX 1 - INSPECTION PIT PROFILES (IP 1 - IP 70)

APPENDIX 2 - DYNAMIC CONE PENETROMETER TEST RESULTS

(DCP 1 - DCP 62)

APPENDIX 3 - LABORATORY TEST RESULTS

FIGURE 1 - SITE PLAN

Page -1-

REPORT TO SIVEST ENGINEERING DIVISION ON A

GEOTECHNICAL INVESTIGATION FOR THE PROPOSED

DEVELOPMENT OF AVOCA SOUTH

1. INTRODUCTION AND TERMS OF REFERENCE

Drennan, Maud and Partners (now Drennan, Maud (Pty) Ltd) was appointed by Investec

Property (Pty) Ltd, in a formal letter of appointment dated 6 February 2013, to assumeth

the position as the Geotechnical Consultant for the proposed Avoca South Development.

Drennan Maud’s brief was to establish the subsoil and bedrock conditions occurring on

the site to assist in the development planning and also to carry out the necessary subsoil

testing to facilitate the earthworks and platform designs. As a result of prolonged

negotiations with the landowners, the investigative work on Avoca South was put on hold

until early 2014.

The field investigation was carried out during late January and early February of 2014.

During this time, general geological mapping was carried out in conjunction with the

excavation of inspection pits, sampling of materials for laboratory testing and dynamic

cone penetrometer testing.

This report details the execution and findings of the field investigation, followed by a

geotechnical assessment and recommendations for the successful development of the

site.

2. INFORMATION SUPPLIED

For the purpose of this investigation, the following information was made available to

Drennan, Maud and Partners;

C Drawing titled “Corobrik South Platforms Rev. B” provided by SiVest- a surveyed

site plan with background orthophoto, indicating the most revised platform layout

available at the time.

3. SITE DESCRIPTION AND DEVELOPMENT PROPOSAL

3.1 Site Description

Figure 1 attached depicts the contoured site layout with respect to the proposed platform

development thereon.

REF : 23317-B

REPORT TO SIVEST ENGINEERING DIVISION ON A GEOTECHNICAL

INVESTIGATION FOR THE PROPOSED DEVELOPMENT OF AVOCA SOUTH

Page -2-

The Avoca South site covers an area of approximately 157 hectares, a significant portion

of which hosts the existing Corobrik factories/offices/processing plant.

The site topography attains its most elevated in the east, where a northeast-southwest

trending spur overlooks the N2 at an elevation ranging from approximately 75 to

85m.a.s.l (m above sea level), this spur hosting the existing Eskom power lines. In

contrast, the existing Corobrik structures occur on a level at approximately 30m.a.s.l.

The adjoining ground between the Eskom power lines and Corobrik platform level takes

the form of a series of gently plunging spurs between which pan-shaped depressions

define the local drainage lines.

A substantial portion of the site, most notably the central to northeastern portion, has

had the soil overburden and soft brick shale removed such that a series of minor

quarries or mined-out surfaces now exist, exposing relatively hard rock at the surface.

Shale stockpiles ranging in height from approximately 8 to 12m occur on the central

portion of the site but these volumes are dynamic, being removed/added to on a daily

basis.

It is understood that mining has ceased on Avoca South, the brick shale material

currently utilised being derived from the Corobrik north and east sites.

Wetland buffers have been defined as the “open space/conservation” areas on Figure

1. The main wetland channel forms a perennial tributary to the Piesang River that flows

under the M25 along the western site boundary.

3.2 Development Proposal

The development layout plan used in compiling this report was provided by SiVest

Engineering Division and is referenced “Corobrik South Platforms Rev. B” (reworked as

Figure 1 attached). It is understood that the general platform and roads layout is likely

to be revised further.

It is proposed that over time, the majority of the site will be levelled to create industrial

platforms ranging in size from approximately 2 to 16ha.

The construction of these platforms will entail removing the tops of spurs and filling

across the intervening valley lines in a massive cut-to-fill earthworks operation.

REF : 23317-B



Page -3-

The development will be conducted in phases, with the initial phase focussing on the

undeveloped northeastern portion of the site where development will not encroach on

the existing Corobrik structures. With time though, the existing structures will be

demolished to accommodate future phases of the proposed development.

4. FIELDWORK

In consultation with Mr G. Visser of SiVest, the geotechnical investigation at this stage

was restricted to the undeveloped portion of the site as dense paving and structures

upon the existing Corobrik platform would prohibit the necessary field testing at that

location.

Field test positions were recorded using a hand held GPS accurate to within 5m.

Approximate field test positions are indicated on our investigation layout plan, Figure 1

attached.

4.1 Excavation of Inspection Pits: IP1 - 70

A total of 70 inspection pits were mechanically excavated using the backhoe of a TLB

in order to examine and sample the subsoils and bedrock to a maximum depth of about

3m.

The logging of inspection pits was undertaken by an Engineering Geologist in

accordance with the recommended methodology set out by Jennings et al (1973).

The inspection pit profiles are included as logs in Appendix 1 attached.

4.2 Dynamic Cone Penetrometer (DCP) Testing: DCP1 - 62

A total of 62 DCP tests were conducted adjacent to inspection pits.

The light penetrometer probes were driven into the ground until refusal was met. The

rate of penetration of the apparatus (measured as blows per 300mm penetration) gives

an indication of the subsoil consistency, and the refusal depth in general corresponds

with weathered bedrock.

Note that in instances where rubble was encountered in the adjacent inspection pit,

refusal of the DCP probe may be attributed to such obstruction.

REF : 23317-B



Page -4-

DCP test results are included in Appendix 2 of this report, whilst Table 1 is included as

a guideline to facilitate the interpretation thereof.

Note that these values are specific to Drennan, Maud and Partners test equipment and

should be used cautiously in general.

Table 1 : Guideline to Interpreting DCP Test Results

Non Cohesive Soils Cohesive Soils

¹ Of

Blows/300mm

Penetration

Subsoil

Consistency

¹ Of

Blows/300mm

Penetration

Subsoil

Consistency

<8 Very Loose <4 Very Soft

8 - 18 Loose 4 - 8 Soft

19 - 54 Medium Dense 9 - 15 Firm

55 - 90 Dense 16 - 24 Stiff

>90 Very Dense 25 - 54 Very Stiff

>54 Hard

4.3 Sampling of Subsoil and Bedrock Materials

Numerous representative samples of the prevailing subsoil and bedrock horizons were

obtained and submitted to Thekwini Soils Laboratory (Margate) to be subjected to a

combination of grading analyses, Mod AASHTO density and CBR testing.

The detailed laboratory results are included in Appendix 3 of this report for reference,

whilst Table 2 overleaf summarises the sampling locations and the laboratory testing

conducted.

REF : 23317-B



Page -5-

Table 2 : Schedule of Subsoil Sampling and Laboratory Testing

Sample

Location

Depth (m) Material Description Laboratory Testing

Full

Grading

Mod

AASHTO

CBR

IP11 0 - 1.1 Fill Material X X X

IP13 0.8 - 2.4 Fill Material X X X

IP54 1.5 - 2.7 Fill Material X

IP1 0 - 3.3 Alluvium X

IP51 0.4 - 2.7 Alluvium X

IP59 1.0 - 2.8 Alluvium X

S2 0 ( at surface) Quaternary Dune Sand X

IP18 0 - 1.5 Colluvium X X X



IP44 0 - 0.9 Colluvium X

IP22 0.8 - 3.0 Residual Vryheid X

IP23 0.3 - 2.0 Residual Vryheid X X X




IP32 0.8 - 2.8 Residual Dolerite X X X

IP18 1.8 - 2.8 Dolerite X X X





S1 0 ( at surface) Vryheid Formation X X X

IP20 0.6 - 1.2 Vryheid Formation X X X

IP43 0 - 0.3 Vryheid Formation X X X

IP57 1.0 - 2.0 Vryheid Formation X X X

REF : 23317-B



Page -6-

4.4 Bedding Plane Measurements

Where exposed at the surface by quarrying operations, the orientation of bedding planes

within the Vryheid Formation was measured and recorded.

The bedrock dip and dip direction at these various locations are depicted on the site plan

Figure 1.

A general northwesterly to northerly (range 298 to 010), shallow (10 to 20 ) bedding dipo

was recorded.

5. GEOLOGY AND SOILS

The site plan Figure 1 has been marked up to indicate the general site geology as

recorded through profiling of inspection pits, rock exposures and surface soils.

With reference to Figure 1, the site geology is described below.

5.1 Recent Alluvium

Unconsolidated alluvium occurs within the well defined stream channels but also within

the broader depressions transecting the spurs. The horizon attains a thickness of up to

3 or 4m but this varies from location to location.

The material is generally a very moist, strongly mottled (grey/light yellow brown), fissured

sandy to silty clay. Locally it has a very high clay content.

Implicit in its mottled appearance is a tendency toward prolonged seasonal saturation.

5.2 Quaternary Dune Sand

This unconsolidated sedimentary unit is preserved only in a few patches across the site,

the remainder having been removed by erosion over the last 4 to 5 million years since

its deposition in the early Pliocene.

The material is exposed through erosion as a light beige to buff dune sand but the

undisturbed material is in fact a light grey mottled light brown clayey sand to sandy clay.

As with typical Berea Formation, rounded cobble and gravel accumulations occur toward

the base of this unit.

REF : 23317-B



Page -7-

The very prominent erosion features observed within this material suggest that

dispersive clays occur within the matrix.

In addition to the above, stone-age tools were noted within the geological unit, however

the occurrence of these artefacts is being investigated separately by a heritage

specialist, Mr Frans Klopper.

5.3 Karoo Dolerite

Although the most significant sheets of dolerite have been mapped during this

investigation, there will with certainty be numerous smaller bodies exposed unpredictably

within the host rock during the earthworks.

5.3.1 Bedrock

The dolerite encountered within inspection pits and quarry exposures is typically a

completely to highly weathered, light brown to yellow or orange brown, very soft to soft

rock that is recovered from excavation as a closely packed, medium to coarse

subangular gravel in a coarse sand to locally clayey sand matrix. Few core stones were

encountered within the limited scope of the investigation.

At depth the dolerite is likely to grade into a highly to moderately weathered, grey-brown,

medium jointed, massive, medium hard rock. If and where tightly jointed, it may prove

problematic to excavate using conventional earth moving equipment.

5.3.2 Associated Soil Horizons

The red clay soils typically associated with Karoo dolerite are very poorly developed to

absent on this site. The prevailing soil cover comprises of a thin upper colluvial sandy

clay to clayey sand (<1m), beneath which occurs the weathered dolerite bedrock. The

upper 0,5m of dolerite is generally “completely weathered” and very clayey/silty,

thereunder is encountered more gravelly material as described above.

Locally, as in the case of IP32, relatively thick (2 to 3m) red clay or sandy clay soil

mantles the weathered dolerite.

REF : 23317-B



Page -8-

5.4 Vryheid Formation

5.4.1 Bedrock

5.4.1.1 Vryheid Formation Shale

This rock unit may generally be classified as “shale” but in reality comprises of intimately

interbedded shale, siltstone and fine grained silty sandstone. The rock materials are

highly micaceous and as a result, are prone to absorption of water and subsequent

disintegration at the surface.

The slightly weathered to unweathered bedrock exposed in the quarries is typically very

dark grey, medium jointed, medium hard rock. Discreet thin lenses of highly weathered,

light orange to beige, soft to medium hard rock dolerite occurs with fair frequency.

5.4.1.2 Vryheid Formation Sandstone

On the southern to eastern portion of the site, most notably the elevated spurs

overlooking the N2, widely jointed, thickly bedded sandstone occurs which will be

recovered from excavation as large blocks and may require blasting or hard breaking

for removal.

5.4.2 Associated Soil Horizons

Where not stripped during the earthworks associated with brick making, the Vryheid

Formation is mantled by relatively poorly developed topsoil/subsoil horizons including an

upper colluvial horizon (typically 0,5 to 1m dark brown clayey sand) and a lower residual

horizon of strongly mottled (light yellow brown/grey) sandy clay to clayey sand (typically

0,5 to 1,5m thickness).

Within the broad depressions etched into the spur slopes, a more prominent and

significantly more clayey residual horizon occurs.

6. LABORATORY TEST RESULTS

6.1 Foundation Indicator Testing

6.1.1 Recent Alluvium: IP1,51,59

3 Samples were tested for Full Indicators only (Grading, Hydro, Atterberg Limits).

REF : 23317-B



Page -9-

The samples classified as A-7-5(24) to A-7-6(13) in terms of the AASHTO Classification

and as CH, MH and ML in terms of the Unified Classification. Clay content ranges from

approximately 50 to 80%, Liquid Limit from approximately 40 to 60%, PI from 22 to 30,

Linear Shrinkage from 8 to 13% and Grading Modulus from <0.1 to approximately 0.5.

In terms of the above, the material is considered highly unsuitable for use in earthworks

or as a shallow founding medium at depths where the influence of seasonal moisture is

pronounced. The material will be prone to volume changes with moisture fluctuations

and will prove very difficult to compact as a fill material.

6.1.2 Quaternary Dune Sand: S2

1 Sample was tested for Full Indicators only (Grading, Hydro, Atterberg Limits).

The sample classified as A-6(3) in terms of the AASHTO Classification and as SC in

terms of the Unified Classification. A clay content of 31% was recorded, a Liquid Limit

of 29%, a PI of 15%, Linear Shrinkage of 7 and Grading Modulus of 0.55.

In terms of the above, the material is considered a fair to poor general fill material and

is likely to be unsuitable for use as subgrade beneath road pavement layerworks.

6.1.3 Colluvial Clay: IP44


The sample classified as A-7-5(22) in terms of the AASHTO Classification and as MH

or OH in terms of the Unified Classification. It recorded a clay content of 66%, a Liquid

Limit of 51%, a PI of 19, a Linear Shrinkage of 10% and a Grading Modulus of 0.12.





6.1.4 Very Clayey Existing Fill Material: IP54


The sample classified as A-6(5) in terms of the AASHTO Classification and as CL in

terms of the Unified Classification. It recorded a clay content slightly in excess of 50%,

a Liquid Limit of 31%, a PI of 13, a Linear Shrinkage of 7% and a Grading Modulus of

0.47.

REF : 23317-B



Page -10-

In terms of the above, the material is considered a fair to poor general fill material and

will not be suitable for use as subgrade beneath road pavement layerworks.

6.1.5 Residual Vryheid Formation Flanking Drainage Lines: IP22,26,38,45,48

5 Samples were tested for Full Indicators only (Grading, Hydro, Atterberg Limits).

The samples classified as A-4(2) to A-7-6(21) in terms of the AASHTO Classification

and as SC to CL or ML in terms of the Unified Classification. A clay content ranging from

36 to 70% was recorded, Liquid Limit from 23 to 48%, PI from 8 to 20%, Linear

Shrinkage 4 to 10% and Grading Modulus 0.1 to 0.6.

Although variable, the material is in general considered highly unsuitable for use in

earthworks or as a shallow founding medium at depths where the influence of seasonal

moisture is pronounced. The material will be prone to volume changes with moisture

fluctuations and will prove very difficult to compact as a fill material.

6.2 Road Indicator, Mod AASHTO and CBR Testing

6.2.1 Existing Fill Materials: IP11 and 13

2 Samples were subjected to Full Indicators (Grading, Hydro, Atterberg Limits), Mod.

AASHTO density and CBR testing.

The samples classified as A-2-4(0) in terms of the AASHTO Classification and as GC

in terms of the Unified Classification. Clay contents of 6 to 9% were recorded, Liquid

Limit of 24 to 30%, PI of 8 to 9%, Linear Shrinkage of 5% and Grading Modulus of 2.05

to 2.31.

The samples recorded Mod AASHTO densities of 2187kg/m and 2107kg/m for IP113 3

and 13 respectively at optimum moisture content of approximately 8 to 10%. CBR values

range from 8 to 32% at 90% of Mod AASHTO to 11 to 44% at 95% of Mod AASHTO.

CBR swells of 0.58 (IP11 sample) to 1.61% (IP13 sample) were recorded and the

samples hence classify as G6 to worse than G10 for IP11 and 13 respectively, in terms

of TRH14 (1985).

The G6 sampled from IP11 was a mixture of dolerite gravel and Vryheid Formation

material, whereas the >G10 sampled from IP13 was entirely Vryheid Formation derived

fill.

In terms of the above, the more gravelly dolerite fill is likely to be highly suitable for use

in road pavement layerworks, whereas the Vryheid Formation derived fill is unlikely to

be suitable even as subgrade.

REF : 23317-B



Page -11-

6.2.2 Colluvium: IP18,24,31



The samples classified as A-2-4(0) through to A-7-5(2) in terms of the AASHTO

Classification and as SC, SM and CL in terms of the Unified Classification. Clay content

ranges from 10 to 31%, Liquid Limit from 25 to 54%, PI from 8 to 15, Linear Shrinkage

from 7 to 9% and Grading Modulus from 0.63 to 1.83.

Mod AASHTO densities of 1660 to 1891kg/m were recorded at optimum moisture3

contents of 11 to 19%. CBR values range from 2 to 11% at 90% of Mod AASHTO,

increasing to 5 to 15% at 95% Mod AASHTO. CBR swells ranging from 0.54 to 4.08%

were recorded.

In terms of TRH14(1985), the samples classify as worse than G10 (IP18 and 24) to G8

(IP31). The material is hence considered generally unsuitable as engineered fill or

subgrade material, though locally it is acceptable.

6.2.3 Residual Dolerite: IP34

1 Sample was subjected to Full Indicators (Grading, Hydro, Atterberg Limits), Mod.


The sample classified as A-7-5(20) in terms of the AASHTO Classification and as MH

in terms of the Unified Classification. It recorded a clay content of 61%, a Liquid Limit

of 58%, a PI of 26, a Linear Shrinkage of 13% and a Grading Modulus of 0.38.

A Mod. AASHTO density of 1558kg/m was recorded at an optimum moisture content3

of 19.9%. A CBR value of 2% was recorded at compaction of 90 to 95% Mod AASHTO.

CBR swell of 6.85% was recorded and the material hence fails to classify as G10 in

terms of TRH14(1985).





6.2.4 Residual Vryheid Formation: IP23

1 Sample was subjected to Full Indicators (Grading, Hydro, Atterberg Limits), Mod.


REF : 23317-B



Page -12-

The sample classified as A-4(2) in terms of the AASHTO Classification and as ML in

terms of the Unified Classification. It recorded a clay content of 32%, a Liquid Limit of

30%, PI of 7, Linear Shrinkage of 4% and Grading Modulus of 0.43.

A Mod AASHTO density of 1951kg/m was recorded at an optimum moisture of 11%.3

A CBR value of 1 to 2% was recorded for the compaction range of 90 to 95% Mod

AASHTO. A CBR swell of 4.46% was recorded and the material hence fails to classify

as G10 in terms of TRH14(1985).

In terms of the above, the material is considered unsuitable for use in earthworks or as

a shallow founding medium at depths where the influence of seasonal moisture is



6.2.5 Vryheid Formation: IP20,43,47, S1



The samples classified as A-1-a(0) to A-2-4(0) in terms of the AASHTO Classification

and as GM/GP - GC to GP-GW in terms of the Unified Classification. A clay content

range of 2 to 8% was recorded, with Liquid Limit ranging from 20 to 30%, PI from 4 to

8%, Linear Shrinkage from 1 to 4% and Grading Modulus from 2.1 to 2.7.

Mod AASHTO densities range from 1935 to 2089kg/m at optimum moisture of 6.5 to3

8.1%. CBR values range from 15 to 30% at 90% of Mod AASHTO, increasing to 24 to

43% at 93% of Mod AASHTO. CBR swell on all samples was below and generally well

below 1.5% and hence in terms of TRH14(1985) the samples classify as G7 to G5

materials.

In terms of the above, the Vryheid Formation in its fresh state is considered suitable as

an engineered fill and for use to upper selected layer or even sub-base layer in road

layerworks. Note that the G7 material represents the shale material whereas the G6-G5

material represents the excavatable sandstone.

6.2.6 Karoo Dolerite: IP18,19,21,34,70

5 amples were subjected to Full Indicators (Grading, Hydro, Atterberg Limits), Mod.


REF : 23317-B



Page -13-

The samples classified as A-2-4(0) to A-2-7(1) in terms of the Mod AASHTO

Classification and as GP-GM-GW to SM in terms of the Unified Classification. A clay

content range of 3 to 16% was recorded, with Liquid Limit ranging from 33 to 43%, PI

from 7 to 16, Linear Shrinkage from 5 to 10% and Grading Modulus from 1.7 to 2.8.

Mod AASHTO densities range from 1920 to 2137kg/m3 at optimum moisture of 8.5 to

14.6%. CBR values range from 13 to 44% at 90% of Mod AASHTO, increasing to 23 to

56% at 93% of Mod AASHTO. CBR swells generally range from 0.3 to 1.1%, although

the sample from IP18 recorded an excessive CBR swell of 1.72%. The samples hence

classify as G7 to G6 in terms of TRH14(1985), although a single sample classified as

worse than G10 due to slightly excessive CBR swell.

The material is considered generally suitable as engineered fill material, selected layer

and sub-base in road pavement layerworks.

7. GEOTECHNICAL ASSESSMENT

Due to the scale of earthworks required to level the proposed platforms, important

geotechnical factors such as rock hardness, stability and engineering properties will

have a significant influence on the cost of development.

7.1 Slope Stability

No evidence of active landslides or significant instability was encountered during this

investigation, however, the new fill embankments will impose a substantial load upon the

in-situ materials and founding of these fills into competent bedrock or firm in-

situ subsoils will be a critical aspect of the development.

With regard to the stability of proposed cuttings, the very thinly bedded nature of the

Vryheid Formation makes it susceptible to sliding along bedding planes that might

daylight in cut faces and dip shallowly out of the face. This susceptibility will be

exacerbated by the abundance of mica on partings between bedding planes.

The dip direction of the Vryheid Formation bedding planes is in a general northwesterly

to northerly direction and implicit in this, is that northwesterly/northerly facing cut

embankments (bedrock dipping out of slope) will be at greater risk for large scale rock

slides and will need to be carefully assessed during construction.

Mitigating the potential for instability will require in the first instance, assuming a cut and

fill embankment batter appropriate to the embankment materials and in the second

instance, making provision in the development budget for stabilising any locally unstable

zones exposed during the earthworks (stability berms, gabion walls or rock bolting).

REF : 23317-B



Page -14-

7.2 Rock Hardness

The spur overlooking the N2, which runs almost the entire length of the site, attains its

prominent posture as a consequence of the relatively hard bedrock within.

At numerous localities on this spur, inspection pits encountered shallow, hard refusal on

bedrock sandstone, siltstone or dolerite. It should be anticipated that much hard ripping

and blasting will be required to achieve platform levels on this portion of the site.

Similarly hard in places are the mined-out quarry floors. The Vryheid Formation exposed

within these quarry floors should be anticipated to require hard ripping from the onset,

prior to its removal. Unlike the elevated spur discussed above however, blasting is

unlikely to be necessary as the shale bedding structure is more conducive to ripping

than the thickly bedded, blocky sandstone occurring on the elevated spur.

7.3 Materials Assessment

7.3.1 Soils

The majority of soils on this site, most notably the alluvium and residual soils (residual

Vryheid Formation + residual dolerite), are considered highly unsuitable for use as even

general fill material. The high clay content (swelling clays in particular) will make them

prone to expansion and contraction with fluctuations in moisture content.

The colluvium (uppermost transported soil horizon) varies substantially in terms of both

its clay content and engineering properties. For planning purposes it too should be

considered unsuitable as a general fill or subgrade, though local more sandy/gravelly

exceptions may be encountered.

The Quaternary dune sand has a clay content slightly in excess of 30% and should not

be used as subgrade, however, it may be included judiciously within the general fill

material, either sandwiched between better layers or as a void-filler within coarser rock

fill.

The existing fill materials vary according to their origin (i.e. Vryheid Formation or dolerite)

and range from sub-base quality (G6) to being unsuitable as subgrade (>G10). In terms

of these observations, the existing fill materials are considered suitable for use as

general fill during development but may locally require blending for improvement.

REF : 23317-B



Page -15-

7.3.2 Rock Materials

The Vryheid Formation sandstone, which occurs almost exclusively on the elevated

eastern spur, will generally be recovered as large blocks unlikely to be of use as

anything other than rock fill unless it is first crushed. However, the upper 0,5 to 1,0m of

the material can generally be excavated as a sand/gravel and may be used in pavement

layer works up to subbase level. Due to the anticipated variability in grain size, clay

content etc., we would however recommend the material be used only to upper selected

layer level.

The Vryheid Formation shale is considered suitable for use as general fill and subgrade

through to upper selected layer in the new road design. Based on the apparent

abundance of more durable dolerite and sandstone for the road layerworks, we would

recommend the shale materials generally not be used in the road layerworks due to the

possibility of them deteriorating over time.

The Karoo dolerite occurring on this site constitutes a valuable source of road making

materials and in terms of the laboratory test results obtained thus far, should be

stockpiled for use in the upper road layerworks (to sub-base level) and more critical

portions of engineered fill platforms.

7.4 Anticipated Settlements

Soft in-situ soils were not significantly encountered on this site and it follows that the

most significant settlement will occur within the shale fill, this likely to take place over a

relatively long period of time post-construction.

It is generally accepted that the prevailing rock materials may undergo settlement of up

to 2% of the new fill thickness over some 5 to 10 years post-construction. Portions of the

fill where clay soils (overburden) are utilized are likely to incur further settlement.

If however, strict attention is paid to the construction of the new fills (refer to Section

8.1.2), it may be possible to limit the post-construction settlement to as little as 1,5 or

even 1% of the total fill thickness.

7.5 Fill Embankment Immediately North of Existing Head Office Structures

This platform approaches 300m in length and some 60m in width. It appears to be well

graded at the surface and the outer slopes of the fill embankment, although thickly

vegetated at the time of our field investigation, did not appear to bare any signs of on-

going instability.

REF : 23317-B



Page -16-

A solitary inspection pit excavated through the fill platform revealed a well-stratified fill

which the DCP test at that location showed to be relatively well compacted in spite of the

clayey materials utilised in its construction.

However, this fill embankment appears to been founded on a very moist and organic rich

sandy clay within which abundant stems of sugarcane still occur. Based on this

observation alone, the fill embankment should not be constructed upon unless further

detailed stability analyses are carried out.

The observations above are unlikely to affect the proposed development however, as

at this stage the existing embankment is to be entirely filled over rather than constructed

upon.

8. RECOMMENDATIONS FOR DEVELOPMENT

8.1 Earthworks

The large scale earthworks will need to be overseen by an experienced Geotechnical

Professional. Particular discretion will be required on those cut faces where the Vryheid

Formation bedding dips out of the slope.

Prior to commencing earthworks, all of the Quaternary Dune Sand (as designated on the

site plan) should be removed to stockpile. This material has undergone extreme erosion

in places and now has numerous voids reminiscent of small dolomite sinkholes,

suggesting it to be dispersive. The horizon is relatively poorly developed (estimated 1

to 3m thickness) and should not prove difficult to remove, however preventing its rapid

erosion from the stockpile is likely to prove problematic.

8.1.1 Cutting

Achieving the correct batter relative to the material types on this site will prove critical

for the long term stability of cut embankments.

In this regard, we distinguish between the following material types and recommended

cut batters;

C Unconsolidated Soils: This includes the colluvial and residual soil deposits,

irrespective of whether they are clayey or sandy. A general batter of 1 : 2 (26 )o

is recommended.

REF : 23317-B



Page -17-

C Completely to Highly Weathered Bedrock: For planning purposes this should be

taken as the upper 3m of bedrock. The material is very soft and friable. It

absorbs water readily and for this reason could be susceptible to a rotational

failure typically associated with clay soils. A general batter of 1 : 2 (26 ) iso

recommended.

C Moderately to Slightly Weathered Bedrock: This material causes earthmoving

equipment to scrape as it is excavated. It behaves as a competent rock and will

be recovered as angular blocks from excavation. A general batter of 1 : 1.5 (33 )o

is recommended. Stability benches cut into the slope will increase the factor of

safety.

It must be understood that a 1:1.5 batter in shaly bedrock will result in localised stability

issues, for example, patches of highly weathered, fractured rock or clayey material may

slough out of the cut face.

These localised problems will need to be identified and mitigated during the earthworks.

The cost of remedying these problems is likely to be significantly less than flattening the

batters to 1:2 and thereby losing a significant portion of the final platform area.

8.1.2 Filling

The shale materials prevailing on this site are likely to exhibit greater settlement than a

compacted granular fill material, largely due to the materials tendency to slake over time,

producing a clay/gravel material.

The other common reason for large settlement in shale fills is that the shale platelets

(flat, thin sheets of rock) are difficult to compact, often producing voids in the engineered

fill. To satisfactorily compact the shale, it is recommended that a very heavy (>25t)

sheep foot or tamping roller be used in conjunction with a smooth drum roller or

pneumatic tyred roller.

New fills should be placed on a work bench cut into competent bedrock and spread in

layers of 200mm loose thickness.

A compaction of 93% Mod AASHTO should be requested for the shale materials and

clay soils, whereas the granular dolerite fill and sandy soils should be compacted to at

least 95% of Mod AASHTO. The shale should ideally be compacted at its natural

moisture content as added water may be difficult to regulate.

REF : 23317-B



Page -18-

It must be ensured that the rock material used during filling is broken down sufficiently

by the compaction plant such that the required compaction is adequately achieved.

Boulders or blocks exceeding b of the loose layer thickness will result in poor

compaction and the development of voids if they cannot be broken down during

compaction. Of particular importance to the breakdown during compaction of the harder

shales, is the use of sufficiently heavy plant and very thin lifts of fill (200mm loose

thickness).

On structural portions of the platform, it is recommended that the upper 2m of fill be

engineered from the dolerite material which will achieve significantly higher densities and

is considered more durable than the shale.

The outer slopes of relatively minor (<10m) fill embankments must not exceed 1:2 (26 ).o

For fill embankments exceeding 10m height, the outer batter should be restricted to a

maximum of 1:2.5 (22 ). Cutting stability benches into the outer slope will aid stabilityo

significantly.

Future structures should be positioned no closer than 6m from the crest of fill

embankments as downslope creep associated with heave/shrinkage during wet/dry

cycles will occur.

At the toe of slopes or where crossing drainage lines (depressions), rockfill foundations

will be required if thick clays occur and the fill cannot be founded into competent

bedrock.

8.1.3 Excavatability

Excavatability as defined by SABS 1200D is very difficult to assess as the hardness of

materials may vary significantly over very short distances i.e. hard lenses of rock

occurring unpredictably within much softer rock.

It is expected that the dark grey Vryheid Formation shale occurring over much of the site

will respond well to ripping once “soft excavation” ceases to be feasible.

The widely jointed Vryheid Formation sandstone occurring within the elevated spur

overlooking the N2 is likely to require substantial “hard excavation” for removal.

To assist in the planning procedure, the following general comments are made but a

detailed excavatability/rippability assessment has not been carried out and would be very

difficult and costly to implement on a site of this extent.

REF : 23317-B



Page -19-

C Within the dark grey Vryheid Formation shale, as shown on the site plan, “soft”

to “intermediate” excavation after SABS 1200D should be expected to depths of

about 10 to 15m below natural (virgin) ground level, beyond which difficulty in

ripping may be encountered. Note that the slightly weathered rock exposed in

quarry areas has already had much of the excavatable/rippable material

removed and may classify as “intermediate” or locally “hard” excavation from the

onset.

C Within the dolerite bedrock, “soft excavation” is expected to a depth of 3 to 5m

below existing ground level, beyond which depth “intermediate” to “hard”

excavation should be expected.

C The widely bedded sandstone bedrock (also Vryheid Formation) occurring along

the ridge of the power lines may prove challenging to excavate from the onset.

It is uncertain exactly how thick these sandstone beds are but certainly, “hard

excavation” should be expected at least locally for cuttings into this ridge

exceeding about 3 to 5m height.

8.1.4 Spoiling

It is recommended that all the alluvial or residual clays excavated from the drainage

lines, as approximately indicated on the attached Figure 1, be removed to spoil. These

clay soils attain a thickness up to and locally in excess of 3m, occurring in a very moist,

locally wet state.

Note that although the material is recommended for spoiling, it could be used within

select portions of the fill but will add to the long term settlement at that location.

Furthermore, where removed from drainage lines, the clays will require drying and it may

be difficult to achieve a workable product.

8.1.5 Bulking

The more durable Vryheid Formation shale will have a significant bulking factor due to

it being removed from excavation as hard platelets which will not rest well when loaded.

A bulking factor of 20% should be used for planning calculations.

The gravelly dolerite materials should similarly assume a bulking factor of about 15 to

20% for planning purposes.

REF : 23317-B



Page -20-

8.2 Drainage

The fine grained materials prevailing on this site have a potential for dilation and

contraction during wetting and drying cycles. The long-term integrity of the platforms will

rely on the soil and rock materials therein being kept relatively dry all year round.

The inclusion of cut-off drainage at embankment crests and toes will be essential to

prevent the fills from becoming seasonally saturated. It will need to be ensured that the

drains are of sufficient capacity and that they are maintained on a regular basis.

Where new platforms are constructed over drainage channels or even the pan shaped

depressions within the spur faces, a herring-bone subsoil drainage layout should be

installed prior to construction as seasonal seepage is a certainty at these locations.

Stormwater from the roofed and paved areas of future structures will need to be

collected in drains or pipes to be released in a controlled manner into the main drainage

line or otherwise tied into the Municipal system.

8.3 Road Construction

No formal centre line survey was carried out for the proposed roads and their routing is

likely to be revised prior to construction.

Where new road fill embankments are constructed, these must be founded either into

bedrock or upon a suitably designed rock fill foundation if and where bedrock is

excessively deep.

The proposed access road superimposed on existing Toncoro Road should ideally

bridge the main drainage line immediately west of the entrance booms. A separate

geotechnical investigation should be conducted at this location once it has been decided

whether a culvert or bridge crossing is preferred.

8.3.1 Road Construction Materials

The subsoil and bedrock samples tested during this investigation have been assessed

in terms of their suitability for use in road construction and the results summarized in

Table 3.

REF : 23317-B



Page -21-

Table 3 : Schedule of Road Making Materials

IP ¹ Material TRH14

(1985)

SABS 1200

Subgrade Selected Layer Sub

BaseLower Upper

IP11 Fill Material G6 P P P P

IP13 Fill Material >G10 F F F F3 3 3 3

IP18 Colluvium >G10 F F F F3 3 1,3 1,3

IP24 Colluvium >G10 F F F F3 3 1,3 1,3

IP31 Colluvium G8 P P F F2,3 2,3

IP23 Residual Vryheid >G10 F F F F3 3 2,3 2,3

IP32 Residual Dolerite >G10 F F F F3 3 1,2,3 1,2,3

IP18 Dolerite >G10 F F F F3(s) 3(s) 3(s) 3

IP19 Dolerite G6 P P P P


IP34 Dolerite G7 P P P F3(s)


S1 Vryheid Formation G7 P P P F3

IP20 Vryheid Formation G6 P P P P



Notes : P = Pass F = Fail 1 = PI 2 = Grading Modulus 3(s) = CBR (swell)

The single dolerite sample that failed to classify (IP18) had a marginally excessive CBR

swell (1.72%) however it recorded CBR values commensurate with a G7 material.

8.4 Founding of Structures and Surface Beds

8.4.1 Structures

The founding solutions adopted for proposed structures will be dictated by the final

platform layout and sensitivity of the structures to movement.

As a preliminary guideline, the following general founding conditions can be expected;

C For portions of the platform cut into competent bedrock, a conservative bearing

capacity of 250kPa will be available for shallow strip footings or column base

pads.

REF : 23317-B



Page -22-

C For the transition from cut to fill, which will include the zone between competent

bedrock at the surface into the zone of shallow fill where bedrock is at depths of

less than about 2 to 3m, founding into bedrock will require reinforced ground

beams spanning pad footings.

C On the filled portion of platforms, where the depth to bedrock exceeds about 3m,

piled foundations will be required if founding in bedrock is a necessity.

Large structures spanning cut to fill will require a combination of shallow and deep

founding to avoid substantial differential settlements.

Smaller structures could be positioned entirely in cut, with the filled portion of platforms

being dedicated to parking, storage etc.

Smaller, flexible structures which may need to be founded entirely in fill could assume

a maximum allowable bearing pressure of 150kPa but would need to withstand

significant total and differential settlement as a consequence of the internal settlement

of the fill over time.

8.4.2 Surface Beds

For surface slabs on cut portions of the platforms, settlement is of no concern however,

as the slabs span onto the filled portions of platforms, the jointing and reinforcing will

need to be sufficient to accommodate differential settlement derived from the internal

settlement of the fill. As discussed under Section 7.4, the magnitude of settlement at a

given location upon the fill platform, post-construction, should be taken as 2% of the total

fill thickness i.e. 20mm per metre of fill.

9. CONCLUSIONS

The proposed development of this site as large-scale platforms is considered viable from

a geotechnical perspective and the site geology has been summarised on the attached

site plan Figure 1.

The Vryheid Formation occurring on the northern and central portions of the site is of

typical shaly nature and will prove difficult to compact in its hard, fresh state.

Consequentially, the placement of new fill in suitably thin layers (200mm loose

thickness) followed by compaction using appropriate very heavy plant should be

anticipated in order to minimize the long-term settlement within the fill.

REF : 23317-B



Page -23-

Fairly extensive subsoil laboratory testing has been carried out and detailed in this

report. The laboratory results are considered generally favourable, showing the majority

of rock materials to be suitable as engineered fill and road layerwork material. The

limited soil materials on the other hand are generally considered poor for use as

engineered fill.

Hard excavation (blasting) must be anticipated on the elevated eastern portion of the

site, which is underlain by relatively thickly bedded Vryheid Formation sandstone.

Subsoil drainage and founding improvement at the toe of new fills must be expected

where drainage lines are filled over.

At the onset of construction, more detailed geotechnical surveys should be carried out

along the toes of proposed fill platform embankments and the centre lines of proposed

road fill embankments, to determine the stability requirements thereof.

The Vryheid Formation underlying this site appears to dip shallowly in a general

northwesterly to northerly direction and for this reason, cuttings having the face

orientated in a general northwesterly/northerly direction will need to be carefully

assessed during construction.

Founding of structures will vary depending on a number of factors including the location

in the area, the location on cut/fill platforms and the type of structure proposed. As such,

future detailed geotechnical investigations are required for each individual development

once the details of the development are available.

_____________________________

M. D. COOPER Pr.Sci.Nat.

REFERENCE 23317-B DRENNAN MAUD (PTY) LTD

MARCH 2014 68 Peter Mokaba Ridge, Tollgate,

/mjh/kc DURBAN, 4001

APPENDIX 1

INSPECTION PIT PROFILES

(IP 1 - IP 70)

APPENDIX 2

DYNAMIC CONE PENETROMETER TEST

RESULTS (DCP 1 - DCP 62)

APPENDIX 3

LABORATORY TEST RESULTS

FIGURE 1

SITE PLAN

DRENNAN MAUD & PARTNERS

Consulting Civil Engineers and Engineering Geologists

3.3m

SIVEST

COROBRIK SOUTH

HOLE No: IP1

Sheet 1 of 1

HOLE No: IP1

Sheet 1 of 1

JOB NUMBER: 23317.BJOB NUMBER: 23317.B

3.30

0.00Slightly moist to moist, grey brown to olive grey, locally speckled and streaked orange,

stiff, fissured to slickensided CLAY – (Alluvium).

Scale1:20

NOTES

1) Excavation terminated without refusal

2) No groundwater seepage encountered

3) Disturbed sample obtained from 0 – 3.3m

CONTRACTOR :MACHINE :

DRILLED BY :PROFILED BY :

TYPE SET BY :SETUP FILE :

NATLBNAM.C

M.CDMPSP.SET

INCLINATION :DIAM :DATE :DATE :

DATE :TEXT :

NANANAJAN 2014

07/03/14 14:17..C:\DOTIN\SPMASTER.DOC

ELEVATION :X-COORD :Y-COORD :

dot.PLOT 5008 J&W D06B DRENNAN MAUD & PARTNERS

HOLE No: IP1HOLE No: IP1

1

2

3

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP2

Sheet 1 of 1

HOLE No: IP2

Sheet 1 of 1


0.20

0.00

0.30

Brown to grey, closely packed, subangular, soft clayey GRAVEL – (Pushed Over

Quarry Material).

Moderately weathered, grey to grey brown, medium jointed, thinly bedded, medium

hard rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES

1) Excavation terminated with hard refusal of the machine




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP3

Sheet 1 of 1

HOLE No: IP3

Sheet 1 of 1


0.50

0.00

0.70

Slightly moist, orange brown streaked and mottled grey, stiff, fissured gravelly CLAY –

(Residual Vryheid Formation).

Highly to moderately weathered, light grey to orange, very closely jointed, laminated

highly indurated silty SHALE – (Vryheid Formation). Induration suggests proximity of

dolerite.

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



1.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP4

Sheet 1 of 1

HOLE No: IP4

Sheet 1 of 1


1.20

0.00

1.90

2.10

Slightly moist, light orange brown, soft to firm, fissured slightly gravelly to gravelly

CLAY – (Fill).

Moist to wet, dark grey brown, firm, fissured, fine to medium grained gravelly clayey

SAND – (Colluvium). Abundant subangular fine shale fragments.

Highly weathered, orange brown to grey, closely jointed, very thinly bedded, very soft

to soft rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES

1) Excavation terminated with dull refusal of the machine on soft rock

2) Fairly strong groundwater seepage encountered at 1.8m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP5

Sheet 1 of 1

HOLE No: IP5

Sheet 1 of 1


0.60

0.00

2.40

2.50

Slightly moist, dark grey brown, firm, slightly fissured sandy CLAY – (Colluvium).

Brown to orange brown, closely packed, very large, subangular sandstone

BOULDERS in a clayey sand matrix – (Boulder Fill). Boulders are up to 1000mm

diameter, likely spoil from adjacent quarry area.

Highly to moderately weathered, closely jointed, thinly bedded, soft to medium hard

rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES

1) Dull refusal of the machine

2) Boulders collapsing heavily into open excavation




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP6

Sheet 1 of 1

HOLE No: IP6

Sheet 1 of 1


0.50

0.00Highly to moderately weathered, brown, closely to medium jointed, laminated soft to

medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP7

Sheet 1 of 1

HOLE No: IP7

Sheet 1 of 1


0.70

0.00

0.90

Slightly moist, dark brown, firm, fissured sandy CLAY – (Fill).

Highly to moderately weathered, brown to grey, medium jointed, thinly bedded, soft to

medium hard rock micaceous SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP8

Sheet 1 of 1

HOLE No: IP8

Sheet 1 of 1


2.80

0.00Slightly moist, brown to dark brown, loose to medium dense, medium grained slightly

silty clayey SAND – (Fill). Contains in excess of 50% builders RUBBLE, comprising

almost exclusively of bricks.

Scale1:15

NOTES

1) Hole terminated with sidewalls collapsing heavily into the excavation




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP9

Sheet 1 of 1

HOLE No: IP9

Sheet 1 of 1


2.40

0.00Slightly moist, dark brown, medium dense becoming loose, medium grained clayey

SAND containing some 50 to 70% of hard, closely packed, medium hard rock shale

BOULDERS – (Boulder Fill). Boulders up to 800mm diameter.

Scale1:15

NOTES

1) Sidewalls collapsing heavily into the excavation




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



1.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP10

Sheet 1 of 1

HOLE No: IP10

Sheet 1 of 1


0.90

0.00

1.90

2.00

Slightly moist, dark brown, loose to medium dense, fine to medium grained clayey

SAND with abundant RUBBLE – (Fill). Estimate 30 to 50% of brick rubble.

Very moist to wet, soft, fissured organic sandy to clayey SILT containing abundant

RUBBLE – (Fill). Reworked swamp deposit mixed with brick fragments.

Moderately to slightly weathered, dark grey, medium jointed, very thinly bedded,

medium hard rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES

1) Abrupt refusal on medium hard rock

2) Slow groundwater seepage from 1.8m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



1.1m

SIVEST

COROBRIK SOUTH

HOLE No: IP11

Sheet 1 of 1

HOLE No: IP11

Sheet 1 of 1


1.10

0.00

1.40

1.60

Slightly moist, light brown, medium dense, closely packed, subangular medium to

coarse sandy GRAVEL – (Fill). Mixture of weathered dolerite and Vryheid Formation.

Completely weathered VRYHEID FORMATION recovered as a light orange, medium

dense, slightly gravelly silty SAND – (Completely Weathered Vryheid Formation).

Highly to moderately weathered, brown becoming dark grey, medium jointed, very

thinly bedded medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES


2) Bulk disturbed sample obtained from 0 – 1.1m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP12

Sheet 1 of 1

HOLE No: IP12

Sheet 1 of 1


0.30

0.00

0.40

Slightly moist, dark brown, loose, fine to medium grained clayey SAND with abundant

RUBBLE – (Fill).

Brown to grey, highly to moderately weathered, medium jointed, very thinly bedded,

soft to medium hard rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



0.8

2.4m

SIVEST

COROBRIK SOUTH

HOLE No: IP13

Sheet 1 of 1

HOLE No: IP13

Sheet 1 of 1


0.80

0.00

2.40

2.80

Slightly moist, brown, grey and orange brown, closely packed, coarse subangular

SHALE GRAVEL – (Fill Material). Estimate 70% gravel in a clayey sand matrix.

Slightly moist, dark grey brown to olive brown, closely packed, subangular medium to

coarse sandy GRAVEL – (Fill). Vryheid Formation derived fill material.

Highly weathered, brown, closely to medium jointed, very thinly bedded, very soft to

soft rock sandy SILTSTONE – (Vryheid Formation).

Scale1:15

NOTES


2) Bulk disturbed sample obtained from 0.8 – 2.4m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP14

Sheet 1 of 1

HOLE No: IP14

Sheet 1 of 1


0.70

0.00

1.90

2.50

Slightly moist, brown to dark grey mottled orange, medium dense, closely packed,

coarse subangular shale GRAVEL – (Fill). Shale gravel with very abundant bricks and

rubble.

Slightly moist, red brown, tightly packed brick RUBBLE – (Fill).

Slightly moist, dark grey, closely packed, medium hard rock shale BOULDERS in a

clayey sand matrix – (Boulder Fill).

Scale1:15

NOTES

1) Machine unable to penetrate dense, hard boulders

2) Excavation sidewalls collapsing heavily




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP15

Sheet 1 of 1

HOLE No: IP15

Sheet 1 of 1


0.30

0.00Moderately to slightly weathered, dark grey, medium jointed, laminated, medium hard

rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP16

Sheet 1 of 1

HOLE No: IP16

Sheet 1 of 1


0.40

0.00

0.70

Slightly moist, brown, loose, fine grained clayey SAND – (Topsoil/Colluvium).

Highly to moderately weathered, brown to grey, medium jointed, thihnly to very thinly

bedded, soft to medium hard rock micaceous sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES


2) Slow seepage encountered at 0.4m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP17

Sheet 1 of 1

HOLE No: IP17

Sheet 1 of 1


1.20

0.00

1.60

Slightly moist, dark brown, stiff, fissured sandy CLAY – (Colluvium). Abundant round

dolerite cobbles toward the base, also few sandstone boulders.

Completely to highly weathered, light brown, closely to medium jointed, thinly bedded,

soft to medium hard rock SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES

1) Excavation terminated with dull refusal on soft rock

2) Sandstone boulders occasionally up to 1m diameter




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



1.5m

1.8

2.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP18

Sheet 1 of 1

HOLE No: IP18

Sheet 1 of 1


1.50

0.00

1.80

2.80

Slightly moist, dark brown, soft to firm, fissured, fine grained slightly gravelly to

gravelly clayey SAND – (Colluvium). Subangular shale gravels concentrated towards

base.

Slightly moist, mottled dark brown and orange, medium dense, fine grained very silty

SAND – (Residual Dolerite).

Completely weathered DOLERITE recovered as a slightly moist, brown, closely

packed, subangular GRAVEL in a silty sand matrix – (Karoo Dolerite).

Scale1:15

NOTES


2) Bulk disturbed samples obtained from 0 – 1.5m and again from 1.8 – 2.8m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk

Bulk

IMC

IMC

Smpl. Depth.



0.6

2.0m

SIVEST

COROBRIK SOUTH

HOLE No: IP19

Sheet 1 of 1

HOLE No: IP19

Sheet 1 of 1


0.60

0.00

2.00

Slightly moist, dark orange brown mottled dark grey, medium dense, fine to medium

grained clayey SAND – (Residual Dolerite).

Completely weathered DOLERITE recovered as a slightly moist, dark grey to orange,

closely packed, subangular medium GRAVEL in a coarse sand matrix – (Karoo

Dolerite).

Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



0.6

1.2m

SIVEST

COROBRIK SOUTH

HOLE No: IP20

Sheet 1 of 1

HOLE No: IP20

Sheet 1 of 1


0.60

0.00

1.20

1.40

Slightly moist, dark brown, loose, fine to medium grained very silty SAND – (Colluvium).

Occasional sandstone boulders up to 500mm.

Highly weathered, light orange brown to buff, closely jointed, medium bedded soft rock

SANDSTONE – (Vryheid Formation).

Highly to moderately weathered, light orange brown to buff, medium jointed, medium

hard rock SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Bulk IMC

Smpl. Depth.



1.3

2.0m

SIVEST

COROBRIK SOUTH

HOLE No: IP21

Sheet 1 of 1

HOLE No: IP21

Sheet 1 of 1


0.60

0.00

1.30

2.00

Slightly moist, dark brown, soft to firm, fissured slightly gravelly sandy CLAY –

(Colluvium). Up to 20% fine dolerite gravel.

Slightly moist, dark orange mottled brown, firm, fissured slightly gravelly sandy CLAY –

(Residual Dolerite).

Completely weathered DOLERITE recovered as a slightly moist, brown to orange

brown to grey brown, closely packed, coarse subangular GRAVEL in a coarse sand

matrix – (Karoo Dolerite).

Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



0.8

3.0m

SIVEST

COROBRIK SOUTH

HOLE No: IP22

Sheet 1 of 1

HOLE No: IP22

Sheet 1 of 1


0.80

0.00

3.00

Slightly moist, brown, loose, fine to medium grained slightly clayey SAND – (Colluvium).

Slightly moist to moist, mottled light orange brown and grey, firm to stiff, fissured

sandy CLAY – (Residual Vryheid Formation).

Scale1:15

NOTES


2) No groundwater seepage encountered

3) Disturbed sample obtained from 0.8 – 3.0m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Dist. FI

Smpl. Depth.



2.0m

0.3

2.0

SIVEST

COROBRIK SOUTH

HOLE No: IP23

Sheet 1 of 1

HOLE No: IP23

Sheet 1 of 1


0.30

0.00

2.00

2.90

Slightly moist, brown, loose, fine to medium grained slightly silty clayey SAND –

(Colluvium).

Slightly moist to moist, light brown mottled and streaked orange and grey, firm,

fissured highly micaceous fine to medium grained very clayey and silty SAND –

(Residual Vryheid Formation). Frequent sandstone blocks toward the base.

Completely to highly weathered, orange to light brown, closely jointed, thinly bedded,

very soft to soft rock micaceous SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES

1) Dull refusal of machine on soft rock

2) Bedrock is wet on joint surfaces

3) Expect perched seepage at 2.0m

4) Bulk disturbed sample obtained from 0.3 – 2.0




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



0.7m

SIVEST

COROBRIK SOUTH

HOLE No: IP24

Sheet 1 of 1

HOLE No: IP24

Sheet 1 of 1


0.70

0.00

1.00

Slightly moist, dark grey brown, stiff, fissured gravelly CLAY – (Colluvium).

Highly to moderately weathered, olive to grey, medium jointed, very thinly bedded soft

to medium hard rock SILTSTONE – (Vryheid Formation).

Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP25

Sheet 1 of 1

HOLE No: IP25

Sheet 1 of 1


0.60

0.00

1.10

Slightly moist, dark grey brown, firm to stiff, fissured sandy CLAY – (Colluvium).

Highly weathered, olive brown to brown, closely to medium jointed, soft rock

micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES

1) Dull refusal of the machine on soft rock




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



1.2

2.7m

SIVEST

COROBRIK SOUTH

HOLE No: IP26

Sheet 1 of 1

HOLE No: IP26

Sheet 1 of 1


1.20

0.00

2.70

Moist to very moist, dark olive brown, soft, fissured sandy CLAY – (Alluvium).

Moist, mottled light yellow brown and grey, stiff, fissured sandy CLAY – (Residual

Vryheid Formation).

Scale1:15

NOTES


2) Slow seepage encountered from 1.5m





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2 Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP27

Sheet 1 of 1

HOLE No: IP27

Sheet 1 of 1


0.20

0.00

1.00

Slightly moist, very light beige, very loose fine to medium grained SAND –

(Gulleywash). Very recent erosion product of nearby quarry exposure.

Completely to highly weathered, dark grey brown, medium jointed, very thinly bedded,

very soft rock micaceous silty SANDSTONE – (Vryheid Formation)

Scale1:10

NOTES

1) Dull refusal on soft rock




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP28

Sheet 1 of 1

HOLE No: IP28

Sheet 1 of 1


0.30

0.00

1.20

2.10

Slightly moist, very light beige, very loose fine to medium grained SAND –

(Gulleywash). Very recent erosion product of nearby quarry exposure.

Slightly moist, light yellow brown and grey, firm to stiff, fissured very clayey SAND –


Completely to highly weathered, dark grey brown, closely to medium jointed,

extremely soft to soft rock silty SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES

1) Dull refusal on soft bedrock




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP29

Sheet 1 of 1

HOLE No: IP29

Sheet 1 of 1


0.60

0.00

0.80

1.00

Moist, brown, very loose, fine to medium grained slightly clayey SAND – (Colluvium).

Moist, mottled light yellow brown and orange, firm, fissured sandy CLAY – (Residual

Sandstone).

Moderately to slightly weathered, very light brown, medium to widely jointed, thickly

bedded, medium hard to hard rock SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES


2) Expect hard excavation through thickly bedded sandstone




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP30

Sheet 1 of 1

HOLE No: IP30

Sheet 1 of 1


0.50

0.00

0.80

1.10

1.20

Slightly moist, brown, very loose, fine to medium grained slightly clayey SAND –

(Colluvium).

Moist, mottled light yellow brown and orange, firm, fissured sandy CLAY – (Residual

Sandstone).

Completely to highly weathered, light yellow brown, closely jointed, extremely soft rock


Highly to moderately weathered, light brown, medium jointed, medium bedded,

medium hard rock SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES


2) Sandstone recovered as oversized blocks




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



0.4m

SIVEST

COROBRIK SOUTH

HOLE No: IP31

Sheet 1 of 1

HOLE No: IP31

Sheet 1 of 1


0.40

0.00

0.70

0.90

Slightly moist, dark brown, very loose, fine to medium grained sandy CLAY –

(Colluvium).

Highly weathered, brown, closely jointed, massive, soft rock DOLERITE – (Karoo

Dolerite).

Moderately weathered, very light brown, medium jointed, medium bedded, medium


Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



0.8

2.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP32

Sheet 1 of 1

HOLE No: IP32

Sheet 1 of 1


0.80

0.00

2.80

3.00

Slightly moist, red brown, firm, fissured sandy CLAY – (Colluvium).

Slightly moist, red, firm, fissured slightly sandy to sandy CLAY – (Residual Dolerite).

Completely weathered DOLERITE recovered as a slightly moist, light red brown,

medium dense, clayey gravelly SAND – (Karoo Dolerite).

Scale1:15

NOTES

1) No refusal met





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP33

Sheet 1 of 1

HOLE No: IP33

Sheet 1 of 1


1.00

0.00

3.00

3.10

Slightly moist, dark brown, loose fine to medium grained clayey SAND – (Colluvium).

Slightly moist, mottled dark orange and light yellow brown, firm, fissured fine to

medium grained clayey SAND – (Residual Vryheid Formation). Contains occasional

hard dolerite boulders to 300mm diameter. Fairly abundant subangular sandstone

fragments toward the base.

Completely to highly weathered, light yellow brown, closely jointed, thinly bedded, very

soft rock SANDSTONE – (Vryheid Formation).

Scale1:20

NOTES

1) Excavation terminated without refusal.




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Smpl. Depth.



1.3

1.9m

SIVEST

COROBRIK SOUTH

HOLE No: IP34

Sheet 1 of 1

HOLE No: IP34

Sheet 1 of 1


0.30

0.00

1.30

1.90

2.60

Slightly moist, dark brown, soft, fissured, fine to medium grained very clayey SAND –

(Colluvium).

Slightly moist to moist, mottled dark orange, light yellow brown and dark grey, firm,

fissured, medium grained clayey SAND – (Residual Dolerite). Occasional hard dolerite

boulders to 300mm diameter.

Completely weathered DOLERITE recovered as a very moist, medium dense, medium

grained gravelly SAND – (Karoo Dolerite).

Highly weathered, brown stained dark grey on joints, closely jointed, massive, soft to

medium hard rock DOLERITE – (Karoo Dolerite).

Scale1:15

NOTES


2) Bulk sample obtained from 1.3 – 1.9m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP35

Sheet 1 of 1

HOLE No: IP35

Sheet 1 of 1


0.40

0.00

0.60

1.00

Slightly moist, brown, loose, fine to medium grained clayey SAND – (Colluvium).

Slightly moist, light yellow brown and orange, firm, fissured clayey SAND – (Residual

Vryheid Formation).

Highly to moderately weathered, light brown to grey, medium jointed, very thinly

bedded, soft to medium hard rock sandy SILTSTONE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP36

Sheet 1 of 1

HOLE No: IP36

Sheet 1 of 1


0.40

0.00

1.00

1.50

Slightly moist, dark brown, loose, fine to medium grained clayey SAND – (Colluvium).

Completely weathered DOLERITE recovered as a moist, orange brown, medium

dense, medium grained slightly gravelly SAND – (Karoo Dolerite).

Highly weathered, orange brown, closely jointed, massive, soft rock DOLERITE –

(Karoo Dolerite). Recovered as favourably graded gravel/sand mix.

Scale1:10

NOTES

1) Excavation terminated with dull refusal on soft bedrock

2) Very moist soil/rock contact – expect seasonal seepage at 1.0m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANANAJAN 2014





1

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP37

Sheet 1 of 1

HOLE No: IP37

Sheet 1 of 1


0.50

0.00

1.10

1.30

Moist, brown, soft, fine to medium grained clayey SAND – (Colluvium).

Moist, mottled light yellow brown and grey, firm, fissured clayey SAND – (Residual

Vryheid Formation).

Highly to moderately weathered, light yellow brown to grey, medium jointed, medium

bedded, medium hard rock micaceous SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



1.0m

0.9

3.0m

SIVEST

COROBRIK SOUTH

HOLE No: IP38

Sheet 1 of 1

HOLE No: IP38

Sheet 1 of 1


0.40

0.00

0.90

3.00

Slightly moist, dark brown, loose, fine to medium grained silty SAND – (Topsoil).

Slightly moist, dark brown, loose, fine to medium grained SAND containing abundant

RUBBLE – (Brick Fill). Closely packed bricks and brick fragments.

Very moist to wet, streaked light yellow brown and grey, soft to firm, fissured sandy

CLAY – (Residual Vryheid Formation).

Scale1:15

NOTES


2) Seasonal perched seepage at 1.0m





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP39

Sheet 1 of 1

HOLE No: IP39

Sheet 1 of 1


0.20

0.00

2.00

2.30

Slightly moist, brown, loose, fine to medium grained silty SAND – (Topsoil).

Slightly moist, light yellow brown partly mottled orange, firm, fissured gravelly CLAY –

(Residual Vryheid Formation). Appears to have been disturbed in the past as it

contains abundant subangular and ferruginised sandstone gravels reminiscent of fault

breccia.

Highly weathered, grey brown, closely to medium jointed, very thinly bedded, very soft

rock micaceous silty SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP40

Sheet 1 of 1

HOLE No: IP40

Sheet 1 of 1


0.30

0.00

1.20

1.70

2.00

Slightly moist, brown, loose, fine grained clayey SAND – (Topsoil).

Slightly moist, light yellow brown partly mottled dark orange, firm, fissured, fine to

medium grained clayey SAND – (Residual Vryheid Formation).

Highly weathered, grey to olive grey, very closely jointed, laminated, very soft rock

micaceous sandy SILTSTONE – (Vryheid Formation).

Highly weathered, orange brown, closely to medium jointed, thinly bedded, soft rock


Scale1:10

NOTES

1) Dull refusal of machine on soft rock




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP41

Sheet 1 of 1

HOLE No: IP41

Sheet 1 of 1


0.30

0.00

0.70

Slightly moist, dark grey brown, stiff, fissured sandy CLAY – (Colluvium).

Highly to moderately weathered, brown, closely to medium jointed, very thinly bedded,

soft to medium hard rock micaceous sandy SILTSTONE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP42

Sheet 1 of 1

HOLE No: IP42

Sheet 1 of 1


0.70

0.00

1.00

Slightly moist, dark grey, stiff, fissured and slickensided slightly gravelly CLAY –

(Colluvium). Contains few angular shale and sandstone gravels.

Highly to moderately weathered, dark grey brown, medium jointed, thinly bedded, soft

rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES

1) Dull refusal of machine on soft bedrock




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



0.3m

SIVEST

COROBRIK SOUTH

HOLE No: IP43

Sheet 1 of 1

HOLE No: IP43

Sheet 1 of 1


0.30

0.00Highly to moderately weathered, light brown to buff, closely to medium jointed, soft to

medium hard rock silty SANDSTONE – (Vryheid Formation).

Scale1:10

NOTES


2) Bulk sample obtained from 0 – 0.3m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Bulk IMC

Smpl. Depth.



0.9m

SIVEST

COROBRIK SOUTH

HOLE No: IP44

Sheet 1 of 1

HOLE No: IP44

Sheet 1 of 1


0.90

0.00

2.00

Very slightly moist, dark grey, stiff, fissured and slickensided CLAY – (Colluvium).

Highly to moderately weathered, brown to dark grey, medium jointed, thinly to very

thinly bedded, soft to medium hard rock sandy SHALE – (Vryheid Formation). Indurated

and blocky joints in places, suggesting dolerite nearby.

Scale1:10

NOTES

1) Dull refusal of the machine on soft bedrock

2) Disturbed sample obtained from 0 – 0.9m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Dist. FI

Smpl. Depth.



0.7

2.1m

SIVEST

COROBRIK SOUTH

HOLE No: IP45

Sheet 1 of 1

HOLE No: IP45

Sheet 1 of 1


0.70

0.00

2.10

2.40

Slightly moist, brown to dark grey brown, stiff, fissured sandy CLAY – (Colluvium).

Slightly moist, olive brown to brown, mottled and streaked grey to orange, stiff,

strongly fissured and slickensided CLAY – (Residual Shale).

Moderately weathered, grey, medium jointed, very thinly bedded, soft rock silty

SHALE – (Vryheid Formation).

Scale1:15

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP46

Sheet 1 of 1

HOLE No: IP46

Sheet 1 of 1


0.50

0.00

2.00

2.20


Occasional hard dolerite boulders.

Slightly moist, mottled orange, grey and light yellow brown, stiff, fissured sandy CLAY –

(Residual Dolerite). Contains abundant highly fragmented and shattered siltstone

fragments (angular gravel and cobbles) toward the base.

Moderately weathered, light brown, medium jointed, medium bedded, soft to medium


Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



2.3m

SIVEST

COROBRIK SOUTH

HOLE No: IP47

Sheet 1 of 1

HOLE No: IP47

Sheet 1 of 1


0.70

0.00

2.00

2.30

2.70

Slightly moist, brown, loose, fine to medium grained silty SAND – (Colluvium).

Mottled orange, grey and light brown, firm, fissured slightly gravelly sandy CLAY –

(Residual Dolerite). Fairly numerous angular shale gravels.

Completely weathered DOLERITE recovered as a moist, light brown to light olive

brown, medium to coarse grained clayey SAND – (Karoo Dolerite).

Highly weathered, light brown, very closely jointed, soft rock DOLERITE – (Karoo

Dolerite). Recovered as coarse gravelly sand to sandy gravel.

Scale1:15

NOTES


2) Anticipate perched seasonal seepage at 2.3m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP48

Sheet 1 of 1

HOLE No: IP48

Sheet 1 of 1


0.90

0.00

2.00

2.30

Slightly moist, brown, loose, fine to medium grained silty SAND – (Colluvium).

Moist, mottled grey and light brown locally red, stiff, fissured slightly sandy CLAY –


Completely to highly weathered, light brown, medium to widely jointed, medium

bedded, soft rock SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP49

Sheet 1 of 1

HOLE No: IP49

Sheet 1 of 1


0.60

0.00

1.20


Numerous weathered shale fragments.

Highly to moderately weathered, dark brown to grey, closely to medium jointed,

laminated soft rock SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP50

Sheet 1 of 1

HOLE No: IP50

Sheet 1 of 1


1.00

0.00

1.20

Slightly moist, brown, loose, fine to medium grained clayey SAND with occasional

rubble – (Fill). Half brick fragments.

Moderately to slightly weathered, very dark grey, medium jointed, thinly bedded,

medium hard rock micaceous sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



0.4

2.7

SIVEST

COROBRIK SOUTH

HOLE No: IP51

Sheet 1 of 1

HOLE No: IP51

Sheet 1 of 1


0.40

0.00

2.70

3.30


Slightly moist, mottled grey and dark orange, stiff, strongly fissured CLAY – (Alluvium).

Moist, mottled light grey and yellow brown, stiff, fissured very micaceous sandy CLAY –


Scale1:20

NOTES


2) Disturbed sample obtained from 0.4 – 2.7




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP52

Sheet 1 of 1

HOLE No: IP52

Sheet 1 of 1


0.40

0.00

0.80

Slightly moist, brown, loose, fine to medium grained very silty SAND – (Gulleywash).

Erosion product from along quarry edges.

Highly to moderately weathered, dark brown to grey, medium jointed, very thinly

bedded, soft to medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP53

Sheet 1 of 1

HOLE No: IP53

Sheet 1 of 1


0.70

0.00

0.80

Slightly moist, brown, loose to medium dense, coarse grained gravelly SAND with

occasional hard dolerite BOULDERS – (Fill). Boulders few, up to 300mm diameter.

Moderately to slightly weathered, dark grey, medium jointed, very thinly bedded,

medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



1.5

2.7m

SIVEST

COROBRIK SOUTH

HOLE No: IP54

Sheet 1 of 1

HOLE No: IP54

Sheet 1 of 1


1.50

0.00

2.70

3.30

3.40

Slightly moist, brown, loose to medium dense, fine to medium grained slightly gravelly

clayey SAND with occasional rubble – (Fill). Few brick fragments.

Slightly moist, mottled and streaked light yellow brown and grey, stiff to very stiff,

fissured very sandy CLAY – (Fill). Residual Vryheid Formation derived fill.

Slightly moist, brown, loose to medium dense, fine to medium grained clayey SAND

with abundant RUBBLE – (Fill).

Highly to moderately weathered, dark grey brown, medium jointed, very thinly bedded,

soft rock sandy SHALE – (Vryheid Formation).

Scale1:20

NOTES

1) Dull refusal of the machine at depth





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP55

Sheet 1 of 1

HOLE No: IP55

Sheet 1 of 1


0.20

0.00

0.50

0.80

Slightly moist, red brown, medium dense, medium to coarse SAND – (Fill). Crushed

brick fill.

Slightly moist, light yellow brown streaked grey, stiff, fissured sandy CLAY – (Residual

Vryheid Formation).

Moderately to slightly weathered, dark grey, medium jointed, very thinly bedded, soft

to medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP56

Sheet 1 of 1

HOLE No: IP56

Sheet 1 of 1


0.90

0.00

1.40

Slightly moist, light beige, very loose, fine to medium grained SAND – (Gulleywash).

Eroded from nearby quarry exposure.

Moderately weathered, dark grey, closely to medium jointed, very thinly bedded, soft

to medium hard rock sandy SHALE – (Vryheid Formation).

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



1.0

2.0m

SIVEST

COROBRIK SOUTH

HOLE No: IP57

Sheet 1 of 1

HOLE No: IP57

Sheet 1 of 1


0.30

0.00

1.00

2.00


Slightly moist, dark orange, brown mottled dark grey, medium dense, medium grained

slightly gravelly clayey SAND – (Residual Vryheid Formation).

Highly weathered, light beige, medium to widely jointed, medium bedded, soft to

medium hard rock SANDSTONE – (Vryheid Formation)

Scale1:10

NOTES


2) Disturbed bulk sample obtained from 1.0 – 2.0m




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Bulk IMC

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP58

Sheet 1 of 1

HOLE No: IP58

Sheet 1 of 1


0.30

0.00

0.70

2.20

Slightly moist, dark orange brown, loose, medium grained clayey SAND – (Colluvium).

Slightly moist, dark orange mottled light brown, loose to medium dense, medium

grained slightly clayey SAND – (Residual Dolerite).

Completely weathered DOLERITE recovered as a tightly packed, coarse subangular

GRAVEL – (Karoo Dolerite).

Scale1:15

NOTES

1) No refusal met




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



1.0

2.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP59

Sheet 1 of 1

HOLE No: IP59

Sheet 1 of 1


0.40

0.00

1.00

2.80

Moist, dark grey brown, soft, fissured sandy CLAY – (Colluvium).

Moist, very dark grey, firm, fissured CLAY – (Alluvium).

Moist, light olive grey, streaked and speckled light brown, firm to stiff, fissured CLAY –

(Alluvium). Contains few transported rock gravels.

Scale1:15

NOTES

1) No refusal met





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Dist. FI

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP60

Sheet 1 of 1

HOLE No: IP60

Sheet 1 of 1


0.90

0.00

1.60

1.90

2.40

Slightly moist, very dark grey brown, firm, fissured sandy CLAY – (Alluvium).

Moist, speckled dark grey and orange brown, firm to stiff, fissured CLAY – (Alluvium).

Occasional angular rock fragments.

Moist, mottled grey and light yellow brown, firm to stiff, fissured slightly gravelly CLAY –


Highly to moderately weathered, olive brown to dark grey, medium jointed, thinly to

very thinly bedded, very soft to soft rock SILTSTONE – (Vryheid Formation).

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP61

Sheet 1 of 1

HOLE No: IP61

Sheet 1 of 1


0.30

0.00

2.10

2.40


Slightly moist, mottled grey and light orange brown, stiff, fissured CLAY – (Residual

Vryheid Formation).

Highly weathered, light brown to grey, closely to medium jointed, very soft to soft rock

SILTSTONE – (Vryheid Formation).

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP62

Sheet 1 of 1

HOLE No: IP62

Sheet 1 of 1


0.30

0.00

0.70

2.20

2.30

Slightly moist, grey brown, loose, fine to medium grained slightly gravelly clayey SAND

– (Colluvium).

Slightly weathered, very dark grey stained orange on joints, closely to medium jointed,

medium bedded hard rock indurated SHALE – (Indurated Vryheid Formation).

Completely weathered DOLERITE recovered as a slightly moist, red and grey,

medium to coarse grained clayey SAND – (Karoo Dolerite). Contains few thin lenses of

very hard Vryheid Formation shale. Numerous very clayey patches and localised

cobble/boulder pockets.

Highly weathered, light brown to grey, closely to medium jointed, massive, soft rock

DOLERITE – (Karoo Dolerite). Hard rock core stones up to 300mm diameter.

Scale1:15

NOTES

1) Excavation terminated with hard refusal of the machine on tightly packed core stones




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP63

Sheet 1 of 1

HOLE No: IP63

Sheet 1 of 1


0.60

0.00

1.00

2.80

Slightly moist, dark brown, loose to medium dense, fine to medium grained gravelly

SAND with occasional rubble – (Fill).

Slightly moist, mottled orange and dark grey, stiff, fissured sandy CLAY – (Residual

Vryheid Formation).

Highly weathered, light orange brown, very closely to closely jointed, thinly bedded,

soft rock silty SANDSTONE – (Vryheid Formation). Contains frequent siltstone lenses.

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP64

Sheet 1 of 1

HOLE No: IP64

Sheet 1 of 1


0.20

0.00

1.00

2.30


Slightly moist, mottled light brown, orange and grey brown, stiff, fissured clayey SAND –


Completely to highly weathered, light brown, medium jointed, medium bedded, very

soft to soft rock coarse grained SANDSTONE – (Vryheid Formation). Recovered as a

dense, coarse grained sand.

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP65

Sheet 1 of 1

HOLE No: IP65

Sheet 1 of 1


1.00

0.00

1.30

1.80

2.30

Slightly moist, dark grey brown, loose, fine to medium grained clayey SAND – (Fill).

Slightly moist, dark grey brown speckled orange, medium dense, fine to medium

grained clayey gravelly SAND – (Colluvium). Contains fine nodular ferricrete.

Moist, mottled dark brown, grey and orange, firm to stiff, fissured gravelly CLAY –

(Residual Vryheid Formation). Fairly abundant fine ferricrete nodules. Very abundant

fine shale fragments suggest disturbance in the past.

Highly to moderately weathered, light brown to beige, medium jointed, medium

bedded, soft to medium hard rock silty SANDSTONE – (Vryheid Formation).

Scale1:15

NOTES


2) Note ferricrete gravelly suggesting seasonal water-logging of soils




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP66

Sheet 1 of 1

HOLE No: IP66

Sheet 1 of 1


0.30

0.00

1.20

1.60

2.00

2.50

2.70

3.20

Slightly moist, brown, medium dense, medium grained slightly clayey SAND – (Fill).

Slightly moist, light yellow brown and grey, stiff, fissured, fine to medium sandy CLAY –

(Fill). Residual Vryheid Formation derived fill.

Slightly moist, grey brown, stiff, fissured sandy CLAY – (Fill). Frequent shale and

dolerite cobbles and localised brick rubble.

Slightly moist, mottled grey and light yellow brown, firm to stiff, fissured sandy CLAY –

(Fill). Residual Vryheid Formation fill.

Slightly moist, dark brown mottled light yellow brown and grey, stiff to very stiff,

fissured sandy CLAY – (Fill). Residual and colluvial soil mixture.

Slightly moist, dark grey mottled light brown to orange, firm to stiff, fissured sandy

CLAY – (Fill). Residual Vryheid Formation with few angular shale gravels.

Moist, dark grey brown, soft, fissured sandy CLAY – (Colluvium). Contains abundant

organic detritus including sugarcane stems, grass and roots.

Scale1:20

NOTES


2) Embankment material founded on soft, organic rich topsoil




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP67

Sheet 1 of 1

HOLE No: IP67

Sheet 1 of 1


0.20

0.00

0.70

1.80

3.00

Moist, brown, loose, fine to medium grained clayey SAND – (Topsoil).

Moist, mottled light yellow brown and grey, firm, fissured gravelly CLAY – (Fill).

Residual Vryheid Formation fill.

Moist, light grey brown locally mottled orange to red, coarse dolerite and sandstone

COBBLES and BOULDERS in a clayey SAND matrix – (Residual Dolerite). Numerous

sandstone fragments suggest the dolerite/sandstone contact zone.

Moist, dark orange locally speckled and mottled dark grey, medium dense, coarse

clayey SAND with abundant COBBLES – (Residual Dolerite).

Scale1:15

NOTES


2) Very poor quality rock materials expected at depth

3) Anticipated seepage through the more gravelly layers




NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

3

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP68

Sheet 1 of 1

HOLE No: IP68

Sheet 1 of 1


0.30

0.00

0.60

1.00

1.40

1.90

2.30

2.60

Slightly moist, brown, loose, fine to medium grained clayey SAND with abundant

RUBBLE – (Fill). Brick and rock fragments.

Slightly moist, light yellow brown, closely packed, coarse subangular GRAVEL in a

coarse clayey SAND matrix – (Fill). Dolerite gravel fill.

Slightly moist, dark brown, loose, fine to medium grained clayey SAND with abundant

RUBBLE – (Fill). Brick and rock fragments.

Slightly moist, dark grey brown, firm to stiff, fissured sandy CLAY – (Colluvium).

Abundant roots.

Slightly moist, mottled light orange, red and grey, firm to stiff, fissured sandy CLAY –

(Residual Dolerite).

Moist, light orange brown, stiff, fissured sandy CLAY – (Residual Dolerite)

Highly weathered, light brown, very closely jointed, massive, soft rock DOLERITE –

(Karoo Dolerite). Recovered as a closely packed, coarse subangular gravel in coarse

sand matrix.

Scale1:15

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

2

Smpl. Depth.



SIVEST

COROBRIK SOUTH

HOLE No: IP69

Sheet 1 of 1

HOLE No: IP69

Sheet 1 of 1


0.60

0.00

1.00

Slightly moist, brown to dark brown to red brown, loose, fissured clayey SAND with

abundant RUBBLE – (Fill). Brick and concrete fragments.

Highly to moderately weathered, brown to grey, closely to medium jointed, very thinly

bedded, soft to medium hard rock micaceous silty SANDSTONE – (Vryheid Formation)

Scale1:10

NOTES





NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Smpl. Depth.



0.3

0.8m

SIVEST

COROBRIK SOUTH

HOLE No: IP70

Sheet 1 of 1

HOLE No: IP70

Sheet 1 of 1


0.30

0.00

0.80

1.60

Slightly moist, dark brown, stiff, fissured sandy CLAY – (Colluvium). Few gravels.

Highly weathered, very closely to closely jointed, soft rock DOLERITE – (Karoo

Dolerite). Recovered as a brown, closely packed, coarse angular GRAVEL and

COBBLE.

Highly weathered, brown, closely to medium jointed, very thinly bedded, very soft rock

SILTSTONE – (Vryheid Formation).

Scale1:10

NOTES






NATLBNAM.C

M.CDMPSP.SET


DATE :TEXT :

NANAJAN 2014





1

Bulk IMC

Smpl. Depth.

VF

VFS

VF

VF

VFS

VFs

VFS

VF

VF

VF

VF

VF

VF

VFS

VFS

VF

EX.TONCORO ROAD

R102 P

2-1

R102 P2-1 ENTRANCEAND EXIT

OPEN SPACE/CONSERVATION

OPEN SPACE/CONSERVATION

OPEN ST

ORAGE O

NLY WITH

PERM

ISSION

FROM ES

KOM (PL

ATFORM

ING BY

INDVID

UAL SIT

E OWNER

TO ES

KOM SPECI

FICA

TION)

GENERAL BUSINESS

Y -28

00

X 3291600

Y -24

00

X 3291600Y -20

00

X 3291600Y -16

00

X 3291600Y -12

00

X 3291600

Y -28

00

X 3292000Y -12

00

X 3292000

Y -28

00

X 3292400Y -12

00

X 3292400

Y -20

00

X 3292800Y -16

00

X 3292800Y -12

00

X 3292800

WETLAND AND BUFFER

CONSERVATIONOPEN SPACE/

EPTLS

P585

COASTROAD

18m RO

AD

NORTH

COROBRIKEXISTING

40m ROAD

CURN

ICK D

LOVU

HIGH

WAY

EPTLS

WETLAND AND BUFFER TO BE DELINEATED

WETLAND AND BUFFER

COROBRIK SOUTHPARK 2

Existing Platform

EXCLUDED FIGURESHORT-TERM

SHORT-TERMEXCLUDED FIGURE



N2

TO DURBAN

ROAD 1

ROAD

2

24m RO

AD

ROAD

1

40m RO

AD

EPTLS

ROAD

5

TO BE DELINEATED

BUFFER TO BE DELINEATED

PROPOSED PLATFORMB.E.L.:38.00


PROPOSED PLATFORMB.E.L.: 30.50





B.E.L.: 26.00PROPOSED PLATFORM



PROPOSED PLATFORMB.E.L.: 30.00

AREA : 27905m2

AREA : 22179m2

AREA : 21322m2

AREA : 83624m2

AREA : 87007m2

AREA : 157520m2

AREA : 86724m2

AREA : 85461m2

AREA : 143955m2

AREA : 34600m2

AREA : 126389m2

65

65

45

45

45

45

45

45

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

65

60

60

60

60

60

6060

60

60

60

60

60

25

25

25

25

65

65

65

65

65

65

65

65

65

65

65

55

60

60

70

65 65

70

70

85

85

85

85

55

55

5555

70

70

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

35

50

50

50

60

60 60

60

7070

75

75

75

75

75

75

75

75

75

75

75

75

75

70 70

45

45

45

45

45

70

70

70

60

60

75

75

80

80

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

45

70

80

45

45

45

45

45

45

45

45

45

45

45

45

55

55

55

55

55

55

55

55

55

55

55

55

25

25

25

25

25

25

25

25

50

50

50

50

50

50

50

50

50

50

50

50

50

50

50

50

50

50

85

85

40

80

80

55

55

70

85

85

65

65

65

30

30

30

30

30

50

30

30

30

70 70

75

75

80

90

90

25

25

25

25

25

55

75

75

75

75

55

35

40

40

50

50

50

70

70

25

80

80

8080

80

80

80

80

80

80

80

80

70

70

25

25

40

70

70 70

95

95

65

90

90

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

25

70

70

70

65

65

65

50

35

35

35

35

35

35

35

4545

40

40

70

70

70

70

70

70

70

70

70

70

55

55

65

65

15

15

50

50

50

50

35

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

35

35

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

40

55

55

55

55

55

55

55

55

55

55

55

55

55

55

55

55

55

55

55 55

40

40

65

80

80

80

80

80

60

60

55

55

65

65

50

65

65

50

40

40

40

20

40

40

30

6060

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

70

75

75

75

60

60

40

40

40

40

40

40

25

40

40

60

60

45

45

45

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

30

70

70

40

65

65

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

60

5050

35

35

35

35

35

55

55

55

55

25

25

50

50

50

35

35

35

50

50

50

50

50

50

50

50

50

50

50

50

20

20

20

20

20

20

20

20

20

20

20

20

55

25

25

25

25

25

30

30

30

25

25

60

60

20

20

2020

95

100

85

85

85

85

20

20

20

90

90

40

90

70

30

35

35

70

45

30

30

35

30

25

20

20

20

20

35

35

50

25

55

70

35

25

40

90

30

35

50

25

55

55

25

50

75

75

35

40

60

30

30

40

55

20

25

40

20

80

80

80

80

80

80

80

80

30

20

75

40

65

65

30

35

30

75

20

25

85

25

65

20

30

30

80

60

20

35

3040

25

80

25

25

40

55

75

85

20

70

30

20

25

30

20

25

25

35

75

60

70

30

80

20

20

20

40

20

80

30

40

20

30

25

40

50

25

40

20

25

45

40

20

20

40

SIVEST ENGINEERING DIVISION

AVOCA SOUTH

PROPOSED DEVELOPMENT

TITLE

PROJECT

CLIENT

REVISIONS

NO. AMENDMENT APPROVED DATE

DRAWING REFERENCE

DRAWING NO. TITLE

NOTES

CONSULTING ENGINEER

DATE:.....................

DESIGNED :

DRAWN :

PR. NO.:..................

SIGNATURE:................

REFERENCE NO. FIG. NO. REVISION

CHECKED :

SCALE :

DRENNAN, MAUD & PARTNERSConsulting Civil Engineers

68 Ridge RoadTollgateDURBAN4001Telephone: 031-201-8992

P.O. Box 30464MAYVILLE4058Telefax: 031-201-7920E-mail: [email protected]

APPROX. POSITION OF INSPECTION PITS/DYNAMIC CONE PENETROMETER TESTS

APPROX. POSITION OF INSPECTION PITS

ALLUVIUM OR THICK RESIDUAL CLAYS (>2m) INASSOCIATION WITH SEASONAL GROUNDWATERSEEPAGE

QUATERNARY DUNE SAND OVERLYING BEDROCKVRYHEID FORMATION OR DOLERITE AT ± 1 - 3m DEPTH

KAROO DOLERITE

VRYHEID FORMATION SHALE, SILTSTONEAND FINE GRAINED MICACEOUS SANDSTONE

VRYHEID FORMATION SANDSTONE WITH LOCALSILTSTONE

APPROX. POSITION OF SAMPLE BEDDING DIP/DIP DIRECTION

KEY

23317 B 1

65/DCP58 68/DCP61

66/DCP59

62/DCP55

32/DCP25

63/DCP5646/DCP39

48/DCP41

47/DCP40

39/DCP32

33/DCP26

34/DCP27

35/DCP28

40/DCP33 38/DCP31

20º/319

12º/010

16º/347

64/DCP5767/DCP60

17º/318

20º/319

11º/356

10º/318

18º/29812º/001

30/DCP23

41/DCP34

42/DCP35

22/DCP1521/DCP14

58/DCP51

59/DCP52

23/DCP16

20/DCP13

57/DCP5018/DCP12

45/DCP3843/DCP36

52/DCP4551/DCP44

60/DCP53

25/DCP18

24/DCP17

26/DCP18

61/DCP54

14/DCP9

15

16/DCP10

55/DCP4856/DCP49

29/DCP22

17/DCP11

19

1/DCP1

3/DCP2

24/DCP36

5/DCP4

7/DCP5

8/DCP6

9

49/DCP42

50/DCP4312

11/DCP710

53/DCP46

54/DCP47

S2

28/DCP21

27/DCP20

31/DCP24

13/DCP8

70

69/DCP62

37/DCP30

36/DCP29

40/DCP33

15

S1

S1

appendix k4 - gcs · contrast, the existing corobrik structures occur on a level at approximately...

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