Zeerust Phase 1 Housing Development (Kort Site ...

Zeerust Phase 1 Housing Development (Kort Site) Geotechnical Investigation

Report Prepared for

Report Number 544623/2

Report Prepared by

April 2019

SRK Consulting: Project No: 544623 Zeerust - Kort Site Page i

GREJ/COCB/brow 544623_2 Zeerust Phase 1 Housing Development (Kort Site) Geotechnical Investigation_FINAL April 2019

Zeerust Phase 1 Housing Development (Kort Site) Geotechnical Investigation

SRK Consulting (South Africa) (Pty) Ltd. Ground Floor Bay Suites 1a Humewood Rd. Humerail Port Elizabeth 6001 South Africa e-mail: [email protected] website: www.srk.co.za

Tel: +27 (0) 41 509 4800 Fax: +27 (0) 41 509 4850

SRK Project Number 544623

April 2019

Compiled by: Peer Reviewed by:

Jaco Greeff Pr Sci Nat Engineering Geologist Brent Cock Pr Sci Nat Principal Engineering Geologist

John Brown Pr Sci Nat Partner, Principal Engineering Geologist

Email: [email protected], [email protected]

Authors:

Jaco Greeff, Brent Cock

http://www.srk.co.za/

mailto:[email protected]

SRK Consulting: Project No: 544623 Zeerust - Kort Site Page ii


Table of Contents

Disclaimer .................................................................................................................................................... iv

1 Introduction .................................................................................................................. 5

1.1 Terms of reference .............................................................................................................................. 5

2 Site description............................................................................................................. 5

2.1 Location ............................................................................................................................................... 5

2.2 Climate ................................................................................................................................................ 5

2.3 Topography, vegetation and existing infrastructure ............................................................................ 5

3 Nature of investigation ................................................................................................. 6

4 Site geology and groundwater conditions ................................................................. 8

4.1 Regional geology ................................................................................................................................ 8

4.2 Ground profile ..................................................................................................................................... 8

4.2.1 In situ soil consistency ............................................................................................................. 9

4.3 Subsurface water conditions ............................................................................................................. 10

5 Geotechnical evaluation ............................................................................................ 11

5.1 Engineering and material characteristics .......................................................................................... 11

5.2 Problematic soils ............................................................................................................................... 13

5.3 Suitability of the in-situ material for use during construction ............................................................ 13

5.4 Excavatability .................................................................................................................................... 13

5.5 Aggressiveness of the subsurface environment towards concrete, fibre cement concrete pipes and metals ................................................................................................................................................ 14

5.6 Residential site class designations ................................................................................................... 14

6 Foundation recommendations and solutions .......................................................... 15

6.1 General founding conditions ............................................................................................................. 15

6.2 Foundation design............................................................................................................................. 15

6.2.1 Strip footings ......................................................................................................................... 15

7 Drainage ...................................................................................................................... 15

8 Special precautionary measures (if any) .................................................................. 15

Appendices ...................................................................................................................... 17

Appendix A: Soil Profiles .............................................................................................. 18

Appendix B: Photographs ............................................................................................ 20

Appendix C: DPL Profiles ............................................................................................. 24

Appendix D: Laboratory Certificates ........................................................................... 26

SRK Consulting: Project No: 544623 Zeerust - Kort Site Page iii


List of figures Figure 2-1: Site location (North up) .................................................................................................................... 6

Figure 2-2: Typical site conditions (Looking south). ........................................................................................... 6

Figure 3-1: Test pit layout (North up) .................................................................................................................. 7

Figure 4-1: Regional geology map (North up) .................................................................................................... 8

Figure 4-2: Typical soil profile ............................................................................................................................. 9

Figure 4-3: Combined DPL graphs ................................................................................................................... 10

Figure 4-4: Ferricrete at the surface ................................................................................................................. 11

Figure 5-1: Combined grading profiles ............................................................................................................. 12

List of Tables Table 3-1: Sample submission summary ........................................................................................................... 7

Table 5-1: Summarised laboratory results........................................................................................................ 12

Table 5-2: Test pit excavatability summary ...................................................................................................... 13

Table 5-3: SANS 1200 D earthworks classification .......................................................................................... 13

Table 5-4: Residential Site Class designation. ................................................................................................. 14

SRK Consulting: Project No: 544623 Zeerust - Kort Site Page iv


Disclaimer The opinions expressed in this Report have been based on the information supplied to SRK Consulting

(South Africa) (Pty) Ltd (SRK) by CES (hereafter referred to as ‘’the Client’’). The opinions in this

Report are provided in response to a specific request from the Client to do so. SRK has exercised all

due care in reviewing the supplied information. Whilst SRK has compared key supplied data with

expected values, the accuracy of the results and conclusions from the review are entirely reliant on

the accuracy and completeness of the supplied data. SRK does not accept responsibility for any errors

or omissions in the supplied information and does not accept any consequential liability arising from

commercial decisions or actions resulting from them. Opinions presented in this report apply to the

site conditions and features, as they existed at the time of SRK’s investigations, and those reasonably

foreseeable. These opinions do not necessarily apply to conditions and features that may arise after

the date of this Report, about which SRK had no prior knowledge nor had the opportunity to evaluate

SRK Consulting: Project No: 544623 Zeerust - Kort Site Page 5


1 Introduction SRK Consulting (South Africa) (Pty) Ltd (SRK) were appointed by CES (the Client) to conduct a

geotechnical investigation to facilitate the extension of the residential area on the corner of Kort Street

and Buiten Street (Portion 5 of Farm Hazia JP No 240) on the southern outskirts of Zeerust in the

North West Province.

The project aims to establish a middle-income residential area. The site (5.01 hectares) is expected

to be sub-divided into approximately 80 stands and sold to prospective residents. Adjacent municipal

services, including water, electricity, waste removal and roads will be extended into the area.

The report is required for foundation design and NHBRC requirements.

1.1 Terms of reference

Conduct a Phase 1 Geotechnical Site Investigation according to the National Department of Housing’s

Generic Specification (GFSH) published in 2002. The general outline of the report is provided below:

• Site description (regional and local).

• Nature of investigation

• Site geology and groundwater conditions.

• Geotechnical evaluation

• NHBRC Site Classification.

• Foundation recommendations and solutions.

• Drainage.

• Special precautionary measures (if any).

2 Site description

2.1 Location

The site is located on the southern outskirt of Zeerust in the North-West province. The location of the

site is shown in Figure 2.1.

2.2 Climate

Zeerust normally receives about 439 mm of rain per year, with rainfall occurring mainly during

summer1. Lowest rainfall is expected in June, peaking in January.

2.3 Topography, vegetation and existing infrastructure

The site is flat lying with an average estimated fall of ground in the order of 1:100 towards the east.

The site is surrounded by existing low-cost houses, with access roads along the western, northern and

eastern boundary. A temporary construction site camp was noted towards the central- to western part

of the site. It is unknown at this time whether they are involved in this project.

Vegetation is characterised by open grass fields, with trace small bushes. Typical site conditions are

shown in Figure 2.2.

1 http://www.saexplorer.co.za/south-africa/climate/zeerust_climate.asp



Figure 2-1: Site location (North up)

Figure 2-2: Typical site conditions (Looking south).

3 Nature of investigation Eight test pits were excavated at selected positions within the proposed area of development, using a

track-loaded backhoe (TLB) excavator to a depth ranging from 1.6 m to 3.0 m below the surface. The

positions of the test pits are shown in Figure 3-1.



Dynamic Probe Light (DPL) penetrometer tests 2were conducted from surface at each test pit to a

depth ranging from 0.5 m to 0.9 m below surface.

Disturbed soil samples were collected and submitted to a SANAS-accredited soil testing laboratory for

the following tests:

• Grading analyses to determine particle size distribution, including clay content (hydrometer) and

Atterberg Limits,

• Moisture content: MOD and saturated CBR (California Bearing Ratio).

• Aggressivity Test (Basson Method)

A sample submission summary is included in (Table 3-1).

Table 3-1: Sample submission summary

Test Depth sample taken (m)

TP1 TP2 TP4 TP6 TP7 TP8

Foundation Indicator 2.7 - - 1.9 - 2.5

Road Indicator & Moisture: density

relationship and CBR. - 0.9 – 1.1 0.8 – 1.0 - 1.0 – 1.2 -

Aggressivity Test (Basson Method) - 0.9 0.8 - - -

Figure 3-1: Test pit layout (North up)

2 Done to determine the penetration resistance of soils.



4 Site geology and groundwater conditions

4.1 Regional geology

The published geological map for the area, reproduced as Figure 4-1, indicates that the site is

underlain by the Timeball Hill Formation (Greyish brown “Vt”) and the Rooihoogte Formation (Orange

brown with black dots “Vrs”) (Pretoria Group; Transvaal Supergroup). Both are characterised by

conglomerates, siltstone/mudstone and fine-grained sandstone. Diabase (pale green “di”) intrusions

and Alluvium deposits (pale yellow “Q”) are mapped within the vicinity of the site.

Figure 4-1: Regional geology map (North up)

4.2 Ground profile

The site is generally underlain by alluvium described as slightly moist to moist, reddish brown,

generally medium dense to dense though occasionally loose, fissured clayey sand with minor to

abundant ferruginous nodules and trace ferricrete accretions. The horizon was intersected from

surface to an average depth of 0.6 m below the surface.

The alluvium is underlain by the Timeball Hill Formation. The horizon is characterised by alternating

zones of greyish blue banded light grey, moderately weathered, soft rock slate, and reddish brown

stained yellow, highly to completely weathered, very-soft rock slate to very stiff silty fine sand,

intersected to a depth ranging from 1.6 m to more than 3.0 m below the surface.

A typical soil profile is shown in Figure 4-2.

The detailed soil profiles are included in Appendix A.

Selected photographs are included in Appendix B.



Figure 4-2: Typical soil profile

4.2.1 In situ soil consistency

DPL tests were conducted adjacent to each of the test pits from surface to refusal or near refusal

(penetration rate decreases to less than 3 mm per blow).

The soil consistency improves rapidly with depth through the ferruginised alluvium before refusing on,

or within the weathered slate horizons.

Combined DPL graphs are shown in Figure 4-3

Individual DPL profiles are shown in Appendix C.



Figure 4-3: Combined DPL graphs

4.3 Subsurface water conditions

No subsurface seepage was intersected during the excavation or backfilling of the test pits.

The presence of ferruginous nodules within the colluvium and visible ferricrete at the surface (Figure

4-4) is inferred to represent the upper limit of a historical, fluctuating water table.



Figure 4-4: Ferricrete at the surface

5 Geotechnical evaluation

5.1 Engineering and material characteristics

The particle size distribution (Figure 5-1) indicates that the highly to completely weathered slate

(excluding the moderately weathered, greyish blue banded light grey slate) have roughly similar

grading profiles with a moderate silt content, but very low clay content. The Unified Soil Classification

(USCS) is predominantly SC with occasional SC-SM. A plot of the clay content and overall PI on a van

der Merwe chart indicates that the potential for heave is Low.

The detailed laboratory results are summarised in Table 5-1.

The detailed certificates are included in Appendix D.



Table 5-1: Summarised laboratory results

TP

ID

Fro

m (m

)

To

(m)

Orig

in

Particle Size Distribution

Gra

din

g M

od

ulu

s

Liq

uid

Lim

it (wh

ole

)

PI (w

ho

le)

Lin

ear S

hrin

kag

e (w

ho

le)

US

CS

(AS

TM

D 2

487)

Heav

e

Basso

n In

dex

MD

D (k

g/m

3)

OM

C (%

)

CB

R 1

00%

CB

R 9

8%

CB

R 9

5%

CB

R 9

3%

CB

R 9

0%

MA

AS

HT

O S

well %

TR

H14

> 4

.75 m

m

4.7

5 - 2

.36

mm

2.3

6 - 0

.42

5 m

m

0.4

25 - 0

.075 m

m

0.0

75 - 0

.002 m

m

< 0

.002

mm

TP2 0.9 1.1 Timeball Hill Formation 34 17 16 6 27 - 1.91 13 5 2.8 SC Low Corrosive - Aggressive 1847 15 44 32 20 14 9 0.5 G9

TP4 0.8 1 Timeball Hill Formation 39 16 8 22 15 - 2.03 6 2 0.9 SC-SM Low Corrosive - Aggressive 2087 9.2 39 27 16 11 6 0.5 G10

TP7 1 1.2 Timeball Hill Formation 26 21 11 9 33 - 1.72 14 7 3.4 SC Low - 1856 17 16 16 15 15 15 0.9 G7

TP1 2.7 Timeball Hill Formation 36 13 10 7 29 5 1.74 19 8 4.3 SC Low - - - - - - - - - -



Figure 5-1: Combined grading profiles



5.2 Problematic soils

The following problematic soils have been identified within South Africa: expansive clays, soft clays,

dispersive soils, pedogenic horizons and collapsible soils.

The ferruginous colluvium has a fissured soil structure, indicating historic soil movement (expansion

during wetting and shrinkage during drying). No soil samples were collected from this horizon;

however, the ferruginous clayey sand was only intersected to a maximum depth of 0.7 m and is not

considered to be problematic.

5.3 Suitability of the in-situ material for use during construction

The highly to completely weathered slate material is classified between a G7 and a G8 according to

COLTO 1998 standards and is considered suitable for selected and subgrade material within

road/pavement layer works and engineered fill.

5.4 Excavatability

The excavatability of the site is assessed according to the SANS 1200 D earth works specifications

(Table 5-3).

The excavatability of the site is classified as soft to a depth ranging from 1.6 m to more than 3.0 m

below the surface. The excavatability on site is for the most part dependent on the depth at which the

greyish blue slate is intersected. Note that the TLB was able to excavate through the upper greyish

blue slate intersected at a depth ranging from 0.4 m to 0.7 m below surface (TP1, TP5 to TP6 and

TP8). The TLB was not able to excavate through the lower greyish blue slate layer intersected at a

depth ranging from generally 1.4 m to occasionally 2.6 m below surface (TP2 to TP7). The SANS

1200 D excavatability per test pit is summarised in Table 5-2.

Table 5-2: Test pit excavatability summary

SANS 1200 D TLB excavation depth (m)

TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8

Soft 3.0 1.6 1.6 1.7 1.8 2.8 1.8 2.8

Intermediate grading into Hard rock 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Therefore, the excavatability is unlikely to prove problematic for shallow excavations e.g. average 1.7

m depth but could prove problematic for excavations deeper than this on occasion.

Table 5-3: SANS 1200 D earthworks classification

Classification Description

Restricted excavations

Soft Material which can be efficiently removed by a back-acting excavator of fly wheel power >0.10 kW for each mm of tined bucket width

Intermediate

Material which can be removed by a back-acting excavator of fly wheel power >0.10 kW for each mm of tined bucket width or with the use of pneumatic tools before removal by a machine capable of removing soft material

Hard rock Material that cannot be removed without blasting or wedging and splitting

Non-restricted excavations

Soft Material which can be efficiently removed or loaded, without prior ripping, by any of the following plant:



Classification Description

a bulldozer or a track-type front end loader having an approximate mass of 22 tonne and fly wheel power of 145 kW

a tractor-scraper unit having an approximate mass of 28 tonne and fly wheel power of 245 kW pushed during loading by a bulldozer equivalent to that described above

Intermediate Material which can be efficiently ripped by a bulldozer having an approximate mass of 35 tonne and a fly wheel power of 220 kW

Hard rock Material that cannot be efficiently ripped by a bulldozer having an approximate mass of 35 tonne and a fly wheel power of 220 kW

Boulder Class A Material containing more than 40% by volume of boulders of size between 0.03 m3 and 20 m3 in a matrix of soft material or smaller boulders

Boulder Class B Material containing 40% or less by volume of boulders of size between 0.03 m3 and 20 m3 in a matrix of soft material or smaller boulders

5.5 Aggressiveness of the subsurface environment towards concrete, fibre cement concrete pipes and metals

Two representative soil samples were collected (TP2 @ ~1.0 m and TP4 @ ~0.9 m) from the Timeball

Hill Formation and submitted for Basson Index tests.

The highly to completely weathered very-soft rock slate is aggressive towards buried concrete, fibre

cement concrete pipes and corrosive towards steel.

5.6 Residential site class designations

The alluvium and completely weathered slate is classified as S for compressible soils characterised

by fine grained soils (clayey silts and clayey sands of low plasticity), sands, sandy and gravelly soils

with an expected range of total soil movement less than 10 mm.

If exposed within foundation trenches, the greyish blue, soft rock slate is classified as R i.e. stable

founding material.

Table 5-4: Residential Site Class designation.

TYPICAL FOUNDING MATERIAL CHARACTER OF

FOUNDING MATERIAL

EXPECTED RANGE OF TOTAL SOIL MOVEMENT

(mm)

ASSUMED DIFFERENTIAL SETTLEMENT (% OF TOTAL)

SITE CLASS

Rock (excluding mud rocks which may exhibit swelling to

some depth) STABLE NEGLIGIBLE - R

Fine grained soils with moderate to very high plasticity

(clays, silty clays, clayey silts and sandy clays)

EXPANSIVE SOILS

<7.5 50% H

7.5 - 15 50% H1

15 - 30 50% H2

>30 50% H3

Silty sands, sands, sandy and gravelly soils

COMPRESSIBLE AND

POTENTIALLY COLLAPSIBLE

SOILS

<5 75% C

5 - 10 75% C1

>10 75% C2

Fine grained soils (clayey silts and clayey sands of low

plasticity), sands, sandy and gravelly soils

COMPRESSIBLE SOILS

<10 50% S

10 - 20 50% S1

>20 50% S2



TYPICAL FOUNDING MATERIAL CHARACTER OF

FOUNDING MATERIAL

EXPECTED RANGE OF TOTAL SOIL MOVEMENT

(mm)

ASSUMED DIFFERENTIAL SETTLEMENT (% OF TOTAL)

SITE CLASS

Contaminated soils, controlled fill, dolomitic areas, landslip, landfill, marshy areas, mine

waste fill, mining subsidence, reclaimed areas, uncontrolled

fill, very soft silts/silty clays

VARIABLE P

6 Foundation recommendations and solutions The proposed development is indicated to consist of single-storey, middle-class residential houses of

masonry design. The foundation design assessment is therefore considered to be generalized until

additional details are made available.

6.1 General founding conditions

The site is generally underlain by a 0.6 m thick layer of ferruginous alluvium, below which intersecting

alternating layers of either greyish blue soft-rock slate or reddish brown very soft rock slate with very

stiff silty fine sand occurs to depths ranging from 1.6 m to more than 3.0 m.

No sub-surface seepage was intersected during excavations. The ferricrete accretions at the surface

indicate the upper limit of an historic, fluctuating water table.

The fissured soil structure of the ferruginous colluvium indicates historic drying and wetting of the near-

surface soils, but this is not considered to be problematic for the foundations (as they will be carried

below this material), but cognisance of this needs to be taken beneath floor slabs (compact a layer of

granular soil beneath the floor slabs), and in areas of hardstand and road/pavement design.

6.2 Foundation design

6.2.1 Strip footings

Conventional strip foundations will be suitable for the houses. Cast reinforced strip footings below the

upper colluvial materials at a depth of about 0.7 m below the surface, that is, within/on top of the grey

blue or reddish-brown slate. As a general recommendation foundation can be designed using an

allowable ground bearing capacity in the order of 150 kPa when founding within the residual soils or

weathered slate.

7 Drainage The flat-lying topography might lead to ponding of storm water after heavy rainfall or periods of

sustained rainfall. The saturated CBR results for samples collected from the completely weathered

slate show some softening of the material, though this is not considered to be severe. Management

of storm water is considered important. Include measures during and post construction to prevent

storm water ingress into the foundation trenches prior to casting. Ponding of water against structures

should be avoided.

8 Special precautionary measures (if any) It is recommended that protective measures are put in place to protect buried concrete, fibre cement

concrete pipes and steel from the corrosive nature of the founding material.



Prepared by

Jaco Greeff Pr Sci Nat

Engineering Geologist

Brent Cock Pr Sci Nat

Principal Engineering Geologist

Reviewed and Approved by

John Brown Pr Sci Nat

Principal Engineering Geologist, Partner

All data used as source material plus the text, tables, figures, and attachments of this document have

been reviewed and prepared in accordance with generally accepted professional engineering and

environmental practices.



Appendices

Appendix A: Soil Profiles

Test Pit ID TP1 TP2 TP3 TP4 TP5 TP6 TP7 TP8

Plant Hire Company J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire J-CAT Plant Hire

Plant Type TLB TLB TLB TLB TLB TLB TLB TLB

Profiled By Jaco Greeff Jaco Greeff Jaco Greeff Jaco Greeff Jaco Greeff Jaco Greeff Jaco Greeff Jaco Greeff

Date Profiled 19 February 2019 19 February 2019 19 February 2019 19 February 2019 19 February 2019 19 February 2019 19 February 2019 19 February 2019

Latitude -25.571052° -25.571299° -25.571550° -25.571797° -25.572207° -25.571844° -25.571633° -25.571438°

Longitude 26.092463° 26.091310° 26.090034° 26.088214° 26.088912° 26.090701° 26.091805° 26.092909°

Description Origin

Moist, brown, loose, intact fine sand with minor root material. Alluvium 0.3

Slightly moist, light brown, medium dense, intact fine sand with minor ferruginous granules

and trace ferricrete accretions.0.4

Moist, reddish brown, medium dense to dense, fissured clayey sand with minor to abundant

ferruginous nodules and trace ferricrete accretions.0.6 0.6 0.6 0.4 0.4 0.6 0.7

Reddish brown stained and banded yellow and grey, very thinly bedded, moderately

jointed, highly to completely weathered very soft-rock with patches moderately

ferruginised slate and very dense silty fine sand.

1.4 0.6

Greyish blue banded light grey, very thinly bedded, moderately weathered, moderately

jointed, soft-rock slate.1.3 0.9 0.9 1.5

Reddish brown banded yellow and grey, very thinly bedded, moderately jointed, highly to

completely weathered very soft-rock slate to very dense silty fine sand.1.4 1.3 1.4 1.6

Reddish brown banded greyish blue, highly to completely weathered, very thinly bedding,

occasionally relict jointed, very soft-rock slate to very dense silty fine sand.

3.0 2.6

Greyish blue banded light grey, very thinly bedded, moderately weathered, moderately

jointed, soft-rock slate.1.6 1.6 1.7 1.6 2.8 1.8

Yellowish orange, highly weathered, very thinly bedded, moderately jointed, soft-rock

slate to very dense silty fine sand.1.8 2.8

Refusal No Refusal on slate Refusal on slate Refusal on slate Refusal in slate Refusal on slate Refusal on slate No

Subsurface seepage None None None None None None None None

544623 GEOTECHNICAL INVESTIGATION (KORT SITE)

Excavation depth (m)

Timeball Hill Formation

Ferruginous Alluvium

KORT SITE GEOTECHNICAL INVESTIGATION

HOLE No: TP 1Sheet 1 of 1




JOB NUMBER: 544623JOB NUMBER: 544623

0.60

0.00

1.30

3.00

Moist, reddish brown, medium dense to dense, fissured, clayey, SAND with minor toabundant ferrigunised nodules and trace ferricrete accretions. Ferrigunised Alluvium.

Greyish blue banded light grey, very thinly bedded, moderately weathered, moderatelyjointed, soft rock slate. Timeball Hill Formation.

Reddish brown banded greyish blue, highly to completely weathered, very thinlybedding, occasionally relict jointed, very soft rock slate to very dense, silty, fine SAND.Timeball Hill Formation.

Scale1:15

NOTES

1) Not to refusal.

2) No water seepage.

CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL

19 FEBRUARY 201919 FEBRUARY 2019

27/03/2019 15:56

..rgsig\544623Kortsite.txt

ELEVATION :

X-COORD :

Y-COORD :

26092463-25571052

dotPLOT 7018 PBpHD009 SRK Consulting

HOLE No: TP 1HOLE No: TP 1HOLE No: TP 1HOLE No: TP 1







0.40

0.00

1.40

1.60

Slightly moist, light brown, medium dense, intact, fine SAND with minor ferrigunisedgranules and trace ferricrete accretions. Ferrigunised Alluvium.

Reddish brown banded yellow and grey, very thinly bedded, moderately jointed, highlyto completely weathered, very soft rock slate to very dense, silty, fine SAND. TimeballHill Formation.


Scale1:10

NOTES

1) Refusal on slate.


CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26091310-25571299









0.60

0.00

1.30

1.60




Scale1:10

NOTES



CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26090034-25571550









0.30

0.00

0.60

1.40

1.70

Moist, brown, loose, intact, fine SAND with minor root material. Alluvium.

Moist, reddish brown, medium dense to dense, fissured, clayey SAND with minor toabundant ferrigunised nodules and trace ferricrete accretions. Ferrigunised Alluvium.

Reddish brown stained and banded yellow and grey, very thinly bedded, moderatelyjointed, highly to completely weathered, very soft rock with patches moderatelyferruginised slate and very dense, silty, fine SAND. Timeball Hill Formation.


Scale1:10

NOTES



CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26088214-25571797









0.40

0.00

0.90

1.40

1.60

1.80



Reddish brown stained and banded yellow and grey, very thinly bedded, moderatelyjointed, highly to completely weathered, very soft rock with patches moderatelyferruginised slate and very dense, silty, fine SAND. Timeball Hill Formation.


Yellowish orange, highly weathered, very thinly bedded, moderately jointed, soft rockslate to very dense, silty, fine SAND. Timeball Hill Formation.

Scale1:10

NOTES

1) Refusal in slate.


CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26088912-25572207









0.40

0.00

0.60

0.90

2.60

2.80




Reddish brown banded greyish blue, highly to completely weathered, very thinlybedding, occasionally relict jointed, very soft rock slate to very dense, silty, fine SAND.Timeball Hill Formation.


Scale1:15

NOTES



CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26090701-25571844









0.60

0.00

1.60

1.80




Scale1:10

NOTES

1) Not to refusal.


CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26091805-25571633









0.70

0.00

1.50

2.80



Yellowish orange, highly weathered, very thinly bedded, moderately jointed, soft rockslate to very dense, silty, fine SAND. Timeball Hill Formation.

Scale1:15

NOTES

1) Not to refusal.


CONTRACTOR :

MACHINE :

DRILLED BY :

PROFILED BY :

TYPE SET BY :

SETUP FILE :

J-CAT PLANT HIRETLB

JACO GREEFF

ADON

STANDARD.SET

INCLINATION :

DIAM :

DATE :

DATE :

DATE :

TEXT :

VERTICAL


27/03/2019 15:56


ELEVATION :

X-COORD :

Y-COORD :

26092909-25571438



Appendix B: Photographs

TP 01 (01) TP 01 (02)

TP 02 (01) TP 02 (02)

TP 03 (01) TP 03 (02)

Zeerust Housing Development (Kort Site)

Geotechnical Investigation Photographs

Project No.

544623

TP 04 (01) TP 04 (02)

TP 05 (01) TP 05 (02)

TP 06 (01) TP 06 (02)



Project No.

544623

TP 07 (01) TP 07 (02)

TP 08 (01) TP 08 (02)



Project No.

544623

Appendix C: DPL Profiles

Appendix D: Laboratory Certificates

Telephone: +2712 – 349 – 1066 Facsimile: +2712 – 349 – 2064 Email: [email protected]

WATERLAB (PTY) LTD

CERTIFICATE OF ANALYSES BASSON INDEX

Date received: 2019-02-21 Date completed: 2019-03-11 Project number: 151 Report number: 81093 Order number: 68126

Client name: SRK Consulting (South Africa) Contact person: Jaco Greeff Address: PO Box 55291, Northlands, 2116 Email: [email protected] Telephone: 041 509 4800 Cell: 079 273 4649 Fax: 041 509 4850

S. Laubscher______________________ Assistant Geochemistry Project Manager The information contained in this report is relevant only to the sample/samples supplied to WATERLAB (Pty) Ltd. Any further use of the above information is not the responsibility or liability of WATERLAB (Pty) Ltd. Except for the full report, parts of this report may not be reproduced without written approval of WATERLAB (Pty) Ltd.

Page 1 of 3

23B De Havilland Crescent Persequor Techno Park, Meiring Naudé Road, Pretoria P.O. Box 283, 0020

Analyses in mg/ℓ (Unless specified otherwise)

Sample Identification:

Kort Site 1-2 @ 0.9 Kort Site 1-4 @ 0.8

Sample Number 55976 55977

pH Value at 25°C 4.2 5.6

pHs Value at 20°C (calc) 10.6 10.6

Electrical Conductivity in mS/m at 25°C 1.3 3.8

Total Dissolved Solids* (calc) <10 25

Total Alkalinity as CaCO3 8 8

Total Hardness as CaCO3 (calc) 7 7

Calcium Hardness as CaCO3 (calc) 2 2

Calcium as Ca <1 1

Magnesium as Mg <1 <1

Free & Saline Ammonia <0.1 <0.1

Ammonium as NH4 (calc) <0.3 <0.3

Sulphate as SO4 <2 6

Chloride as Cl <2 3

Langelier Index at 20°C (calc) -6.4 -5.0

Ryznar Index at 20°C (calc) 17.0 15.7

Corrosivity Ratio (calc) 0.3 1.3

Leaching Index [LCSI] (calc) 4971 3975

Spalling Index [SCSI] (calc) 1 1

Aggressiveness Index [Nc] (calc) 4971 3976

*TDS Calculated EC X 6.7

2:1 Distilled Water : Soil Extract

Important notes (see table for corrections on p.3): 1. The above aggressiveness index is only applicable for conditions of laminar flow at a mean annual temperature of 20°C. 2. For stagnant/turbulent conditions the aggressiveness index must be corrected. 3. For wet/dry cycling conditions (for example in tidal zones) the aggressiveness index must be corrected. 4. For mean annual temperatures lower/higher than 20°C the aggressiveness index must be corrected.



WATERLAB (PTY) LTD





Page 2 of 3


Guidelines for assessing overall aggressiveness (Nc):

Aggressiveness Towards Concrete and Fibre Cement Pipes

Index Aggressive Neutral Non- Aggressive

a) Stability pH (pHs) >Ph = pH <pH

b) Langelier Index Neg. Value Zero Pos. Value

c) Ryznar Index >7.5 6-7 <6

Corrosiveness Towards metals

Corrosivity >0.2

Sample Name Sample Number Corrosivity Indices Basson Index

Kort Site 1-2 @ 0.9 55976 Corrosive Aggressive

Kort Site 1-4 @ 0.8 55977 Corrosive Aggressive

Nc Aggressiveness

Not greater than 300 None to mild

400-700 Mild to moderate

800-1000 High

= or > 1 100 Very high



WATERLAB (PTY) LTD





Page 3 of 3


To correct for: Multiply By: (see Notes 2 to 5 below)

Turbulence LCSI 1.75

Stagnance LCSI 0.5

Temperature LCSI, SCSI, N7

Where N7=0.2 x Cl in mg/l (1+ [0.05 x (T-20)])

Wet-dry cycles SCSI

0.23 x 10-6 x TDS x DTF x CPA Where: DTF = Dry Time Fraction CPA = wet-dry cycles per annum

Note 1: Only if the concrete contains embedded steel. Note 2: To preserve the correct logical relationships when dealing with the negative sub indices (ie LCSI or SCSI having minus values) they should be multiplied by the reciprocal of the relevant factor indicated in this column Note 3: If more than one correction is required, multiply by the product of the individual correction factors Note 4: Use subscript c to indicate that the index has been corrected, eg for turbulent conditions LCSIc = LCSI x 1.75 Note 5: Round off corrected indices to the nearest 100.


SRK Report Distribution Record

Report No. 544623/2

Copy No. Electronic

Name/Title Company Copy Date Authorised by

Aidan Gouws CES Electronic 09 May 2019 Brent Cock

Project file SRK Consulting (South Africa) (Pty) Ltd Electronic 09 May 2019 Brent Cock

Approval Signature:

This report is protected by copyright vested in SRK (South Africa) (Pty) Ltd. It may not be reproduced

or transmitted in any form or by any means whatsoever to any person without the written permission

of the copyright holder, SRK.

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