Report to Tyris Realty on a Geotechnical Investigation for ...rhdhv.co.za/media/Sep-2012/Sprite_Road_Development-Appenidx D2.… · Report to Tyris Realty on a Geotechnical Investigation

Report to Tyris Realty on a Geotechnical Investigation for a Proposed Warehouse Development at Sprite Place, Westmead

Reference : 11-358

Dated : February 2012

MOORE SPENCE JONES (PTY) LTD Consulting Geotechnical, Environmental & Civil Engineers 2nd Floor, Pharos House, 70 Buckingham Terrace, Westville, 3630 PO Box 1263, Wandsbeck, 3631 Tel : +27 (0)31 267 7202 Fax : +27 (0)31 266 5322

Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead

Contents Page 1

Path: H:\11\11-358\Reports\11-358R01.doc


Reference : 11-358 Dated : February 2012

TABLE OF CONTENTS

1. INTRODUCTION AND TERMS OF REFERENCE ....................................................................................... 1

2. INFORMATION SUPPLIED .......................................................................................................................... 1

3. SITE DESCRIPTION ..................................................................................................................................... 1

4. FIELDWORK ................................................................................................................................................. 1

4.1 Inspection Pits ............................................................................................................................................... 1

4.2 Dynamic Cone Penetrometer Tests .............................................................................................................. 2

5. SITE GEOLOGY ........................................................................................................................................... 2

6. GROUNDWATER ......................................................................................................................................... 2

7. LABORATORY TESTING AND MATERIALS EVALUATION ....................................................................... 2

7.1 Laboratory Test Results ................................................................................................................................ 2

7.2 Materials Assessment ................................................................................................................................... 4

8. DEVELOPMENT RECOMMENDATIONS ..................................................................................................... 4

8.1 Proposed Development ................................................................................................................................. 4

8.2 Excavation Requirements and Trenchability ................................................................................................. 5

8.3 Foundations ................................................................................................................................................... 5

8.4 Subgrade Improvement for Paved Road and Parking Areas ........................................................................ 5

9. CONCLUSIONS ............................................................................................................................................ 6

Appendix A : Inspection Pit Logs Appendix B : Dynamic Cone Penetrometer (Light) Test Results Appendix B : Laboratory Test Results Figure 1


Page 1



Reference : 11-358 Dated : February 2012

1. INTRODUCTION AND TERMS OF REFERENCE Moore Spence Jones (Pty) Ltd were appointed by Mr Tyron Baird of Tyris Realty to carry out a

geotechnical investigation on a proposed warehouse development at 11 Sprite Place in Westmead. Moore Spence Jones were appointed in an email on 15th December to proceed with the investigation.

The investigation was carried out during mid to late December 2011, This report contains the results of the investigation carried out, and provides recommendations for

earthworks, foundations, materials usage and subgrade treatment.

2. INFORMATION SUPPLIED The following information was used in the investigation:

• Copy of google image showing the location of the existing site layout, and • Digital copy of plan prepared by Africa Edge Architects showing the layout of the proposed

development

3. SITE DESCRIPTION The site for the proposed development is located at 11 Sprite Place within the Westmead Industrial

Park. The site occurs at the end of a cul-de-sac access road. It comprise a large open, flat yard with a number of buildings on it. These buildings consist of offices, temporary structures, and a small workshop building. The site is used for the parking of large trucks and other vehicles. It is largely unsurfaced, and has a crushed stone wearing course. The site is bounded on the north by a sloping embankment and on all other sides by fencing and developed sites.

The layout of the site is shown in detail in Figure 1.

4. FIELDWORK The fieldwork for the geotechnical investigation comprised the following:

• Inspection Pits, and • Dynamic Cone Penetrometer tests.

4.1 Inspection Pits

Nine inspection pits, designated IP1 through IP9, were dug by hand at the approximate positions shown in Figure 1. The inspection pits were taken to final and refusal depths ranging between 0.30 and 1.20 metres depth below existing ground level.

Samples taken from the inspection pits were profiled by a geologist1 and sent for later testing in a

commercial soils laboratory. The logs are provided in Appendix A. 1 Geoterminology Workshop (2002) – Guidelines for Soil and Rock Logging - SAIEG-AEG-SAICE (Geotech Div) pp47


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4.2 Dynamic Cone Penetrometer Tests

Twelve Dynamic Cone Penetrometer (light), or DPL tests, designated DPL1 through DPL12 were carried out at the approximate positions shown on Figure 1. The DPL tests were advanced to refusal depths ranging between 0.3 and 1.8 metres below existing ground level, with the final depths as shown on Figure 1.

The results of these cone penetrometer tests, consisting of plots of blowcount and inferred soil

consistency against penetration depth, are given in Appendix B.

5. SITE GEOLOGY

The site is underlain by fill, transported soils and weathered sandstone bedrock of the Natal Group.

The results of the investigation indicate that the site consists of a cut to fill platform. The embankment bounding the site on the north comprises a deep cutting battered to approximately 1 V to 1.5H. The existing offices on the north are located in the cutting part of the platform and directly underlain by weathered bedrock comprising a maroon to pinkish brown, thinly to medium bedded, fine grained sandstone of at least very soft rock strength. Towards the south, however, the platform is located mostly on fill immediately overlying the weathered sandstone. Most of the site has a wearing course material comprising a sandy medium to coarse crushed stone gravel. The wearing course layer is on average 150mm, in the range 70 to 220 mm thick. Generally fill underlies the wearing course. The fill comprises moist orange to pinkish brown, silty and gravelly sand. This material consists mostly of the weathered sandstone taken from the cutting on the north and used to build up the platform level. The fill was observed to have a thickness in excess of 0.7 metres. Where the fill layer was penetrated it was found to be underlain by either weathered sandstone or by residual sandstone soils which consists of maroon to yellowish brown, dense intact silty sand.

The results of the DPL tests indicate that the materials beneath this site are invariably fairly competent, ranging from medium dense to very dense at very shallow depths.

6. GROUNDWATER While no groundwater was encountered in any of the inspection pits put down it should be noted that the existence of the shallow bedrock under the approximate northern half of the site indicates that there is a strong potential for perched groundwater seepage to occur, particularly in the vicinity of the toe of the deep cutting on the northern boundary.

7. LABORATORY TESTING AND MATERIALS EVALUATION

7.1 Laboratory Test Results Laboratory tests, comprising Indicator tests, were scheduled on soil samples recovered from the site.

The tests comprised the following:

• Indicator tests comprising particle size distribution and Atterberg Limits, and • Modified AAHSTO and California Bearing Ratio (CBR) tests

The laboratory test results are summarised in Table 1 below and the detailed test results are included

in Appendix C.


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Table 1

Summary of Results of Particle Size Distribution Analysis, Atterberg Limit Determinations and CBR tests

IP

No. Depth

(m) Description Particle Size % Atterberg Limits

GM

Modified AASHTO

CBR Values (%)Compaction MDD (%)

Swell(%)

Classification and Activity

Clay Silt Sand Gravel LL PI LS%

MDD(kg/m³)

OMC%

90 93 95 98 100

IP1 0.00-0.28

Blue grey to grey brown coarse GRAVEL

14 33 53 - SP 0.5 2.05 2090 5.6 20 33 46 57 66 0.08 A-1-b(0); G5

IP2 0.18-0.52

Light pink brown silty SAND. Fill.

15 68 17 - NP 0.0 1.43 2057 8.0 8 9 10 16 23 4.93 A-2-4(0); <G10

IP5 0.21-1.15


21 56 23 - SP 0.5 1.45 2164 7.5 6 8 10 12 13 1.25 A-2-4(0); G9/G10

IP6 0.15-0.55


32 64 4 - SP 0.5 0.88 2051 8.3 5 6 7 8 10 1.88 A-2-4(0); <G10

IP8 0.60-1.20

Yellow brown stained orange silty SAND. Residual sandstone.

25 48 27 18 4 2.0 1.45 2157 7.5 8 13 18 23 26 0.50 A-2-4(0); G8/G9

LL - Liquid Limit GM - Grading Modulus Classification in Terms of: USPRA PI - Plasticity Index MDD - Maximum Dry Density TRH14 (1985) LS - Linear Shrinkage OMC - Optimum Moisture Content Unified Soil Classification System


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7.2 Materials Assessment

The following can be concluded from the laboratory test results above regarding the material classification, subgrade quality and materials usage of the materials on site:

Table 2 Materials Classification and Usage

Material Type Classification Usage

Wearing course Sandy coarse crushed rock GRAVEL Silty SAND to SAND.

Silt and Clay = 14% PI = SP GM = 2.05 CBR = 46 @ 95% MDD A-1-B(0); G5 (TRH14:1985).

Excellent subbase material - G5 quality. Suitable for later use in the construction of subbase/base course layer of proposed paved area. Will respond well to cement stabilisation (say 4% by mass), to yield at least C4 quality stabilised material (TRH14:1985).

Fill Light pinkish brown to maroon silty SAND

Silt and Clay = 15 to 32% PI = NP to SP GM = 0.88 to 1.45 CBR = 5 to 7 @ 90% MDD CBR = 6 to 9 @ 93% MDD CBR = 6 to 10 @ 95% MDD CBR swell =1.17 to 4.68% at 100% % MDD. A-2-4(0); ranges from <G10 to G9.

Generally poor to very poor subgrade material marginally suitable for use in bulk fills. Although classifying as A-2-4(0) and therefore a generally sandy material, this material has characteristic very high CBR swell values which makes it very sensitive to moisture changes. Likely to give compaction problems during construction. It is advisable to undercut this material where it occurs beneath paved areas and to replace it with good quality material either imported or borrowed from elsewhere on site, such as the G5 wearing course material.

Residual and Weathered Sandstone Light pinkish brown to maroon silty SAND

Silt and Clay = 25% PI = 4 GM = 1.45 CBR = 8 @ 90% MDD CBR = 13 @ 93% MDD CBR = 18 @ 95% MDD CBR swell = 0.47% at 100% MDD. A-2-4(0); G8

While this result indicates a fair to good subgrade material one can expect the same quality of material as for the fill materials above which are taken from the cutting on the north i.e. generally poor to very poor subgrade material marginally suitable for use in bulk fills,. Large variability in quality can be expected and although classifying as A-2-4(0), this material has characteristic very high CBR swell values which makes it very sensitive to moisture changes. Likely to give compaction problems during construction. It is advisable to undercut this material where it occurs beneath paved areas and to replace it with good quality material either imported or borrowed from elsewhere on site, such as the G5 wearing course material.

8. DEVELOPMENT RECOMMENDATIONS 8.1 Proposed Development

No detailed information regarding the development has been provided, other than it will comprise a vehicle storage yard (much as it is at present), with a new two storey administration and warehouse building on the north-eastern corner of the site. This building will be stepped up the existing cutting on the northern boundary. It is assumed that the part of the site will be paved, although the nature of the paving (interlock block, concrete or asphalt) is still to be decided.


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8.2 Excavation Requirements and Trenchability

While the inspection pits and the DPL tests refused at relatively shallow depth of between 0.3 and 1.8 metres below existing ground level, and therefore consist of Soft Excavation (SABS 1200DM), it is considered that from an average depth of 1.2 metres the sandstone bedrock should be considered as Intermediate Excavation material (SABS 1200DM) becoming Hard Excavation with depth fairly rapidly. The sandstone is likely to improve in strength with corresponding reduction in weathering grade with depth and this should be taken into account. An allowance for heavy ripping or trenching i.e. Hard Excavation, should be made below a depth of about 1.5 metres. Given the generally competent nature of the ground beneath this site excavations with vertical sidewalls advanced to a depth of 2.0 metres should remain stable for at least 24 hours unless affected by rainy weather.

8.3 Foundations

While no foundation loads and structural information regarding the various structures were available at the time this geotechnical investigation was carried out, the results of the geotechnical investigation indicate that the founding conditions beneath the site are generally favourable for the use of shallow conventional footings. Provided foundations are advanced into the residual soils or weathered sandstone of at least dense consistency a maximum allowable bearing pressure of 150 kPa may be adopted for shallow footings founded at a depth not less than 1.2 metres below existing ground level. Provided this is adhered to differential settlement will be less than 5mm. Foundations may also be placed in the fill materials of medium dense to dense consistency where an allowable bearing pressure of 120 may be adopted, but this must be confirmed subject to inspections carried out by Moore Spence Jones. It is also recommended that a DPL test be done at each footing position to confirm the nature and consistency of the fill materials with depth. In any event, it is recommended that all foundation excavations be inspected by Moore Spence Jones to confirm depth of founding and bearing pressure.

8.4 Subgrade Improvement for Paved Road and Parking Areas Discussions with the Structural Engineer of the project, Mr Mike Slabbert, indicate that only parts of the hardstand on the site will be paved. The site will be used to park and marshal container trucks with trailers. The paving is likely to consist of interlock block paving, although alternatives are also under consideration. The existence of the fill and residual soil subgrade beneath the crushed stone is a cause of concern since although these materials are A-2-4(0) and occasionally up to G9 in quality they are often less than G10 in quality because of very high CBR swell values. These high CBR swells are attributed to the composition of the soils containing a high interstitial mica content which absorbs water readily. The net result is that when the soils wet up they swell and lose their shear strength, resulting in poor subgrade conditions, and becoming impassable to vehicles. This problem has been noted at the site before after wet periods, according to Mr Slabbert. The use of interlock block paving will require a stabilised subbase to minimise water ingress into the insitu subgrade soils. The alternatives for subgrade improvement that may be considered are as follows:

• The poor subgrade soils should be undercut to some depth below top of subgrade level and replaced with a good quality granular material. The depth required will need to be determined by the road designer. A crushed stone (G2) material is advisable since it has a high strength and will limit the undercut requirement to between 300 and 500mm


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• Alternatively, given that the site already has a good quality gravel wearing course (G5 quality) at surface, the thickness of this layer can be supplemented with additional crushed stone gravel (preferably G2) placed on top of the existing surface, Other important considerations to promote the life of the paved areas are the following:

• The entire platform design must incorporate an integrated stormwater management plan, incorporating appropriate falls and drainage channels to prevent standing water from occurring.

• Given the anticipation that shallow groundwater will be problematic where the shallow bedrock is most prolific in the northern half of the platform, the inclusion of subsoil drainage should be allowed for to protect the pavement layers from water ingress.

9. CONCLUSIONS This report presents and discusses the results of a geotechnical investigation carried out for the

proposed warehouse development at 11 Sprite Place in Westmead. It also provides recommendations for foundations, excavations, materials usage, drainage and

subgrade preparation. The site is located on a large cut to fill platform with the northern half of the site situated in shallow

sandstone bedrock of the Natal Group. Towards the south the site is underlain by a relatively thin layer of fill overlying the sandstone or residual sandstone.

Finally, the information given in this report relates specifically to the positions of the inspection pits and

dynamic cone penetrometer tests carried out on this site. Variations in geological conditions may be encountered elsewhere on site during construction. As a result the construction phase of the project should be regarded as part of the geotechnical investigation and Moore Spence Jones consulted when ground conditions vary from those given thin this report.

MOORE SPENCE JONES (PTY) LTD Consulting Geotechnical, Environmental & Civil Engineers 2nd Floor, Pharos House, 70 Buckingham Terrace, Westville, 3630 PO Box 1263, Wandsbeck, 3631 Tel : +27 (0)31 267 7202 Fax : +27 (0)31 266 5322



APPENDIX A

S1

TYRIS REALTYProposed Development at Sprite Place, Westmead

HOLE No: IP1Sheet 1 of 1


JOB NUMBER: 11-358JOB NUMBER: 11-358

0.28

0.00

0.56

Dry blueish grey to greyish brown dense intact sandy medium to coarseGRAVEL. Crusher run.

Slightly moist pinkish orangey brown dense intact silty fine grained SAND.Fill.

Scale1:25

NOTES

1) Refusal at 0.56m on very dense material (fill).

2) No groundwater seepage.

3) No sidewall collapse.

4) From 0.0 to 0.28m quarry stones abundant, fine to medium gravel, wellcompacted.

5) Samples taken :S1 0.01--0.28m (3 x Bulk)

CONTRACTOR :MACHINE :

DRILLED BY :PROFILED BY :

TYPE SET BY :SETUP FILE :

SASMSJA4.SET

INCLINATION :DIAM :DATE :DATE :

DATE :TEXT :

December 2011December 201109/02/12 08:24..\11-358\LOGS\DOTHEAD.DOC

ELEVATION :X-COORD :Y-COORD :

dotPLOT 6005 PBpH6D08E MOORE SPENCE JONES (MALAWI)

HOLE No: IP1HOLE No: IP1

S1





0.18

0.00

0.52

Slightly moist dark grey brown medium dense intact silty fine grainedSAND. Colluvium.

Moist light pinkish brown medium dense intact silty SAND. Residualarkosic sandstone/ Fill?

Scale1:25

NOTES

1) Refusal at 0.52m on hard bedrock.







SASMSJA4.SET


DATE :TEXT :









0.07

0.00

0.73

Dry to slightly moist blue grey to dark grey brown dense intact sandyGRAVEL. Crusher run.

Slightly moist to moist pinkish orange brown dense intact silty SAND. Fill.

Scale1:25

NOTES

1) Refusal at 0.73m on dense fill.



4) From 0.0 to 0.07m abundant quarry stones, well compacted.

5) From 0.07 to 0.73m residual sandstone, highly weathered fragments ofvery soft rock present in pebble to boulder-sized, part of fill.




SASMSJA4.SET


DATE :TEXT :









0.13

0.00

0.87

Slightly moist dark grey brown with blotched of blue grey dense intactsandy GRAVEL. Crusher run.

Moist pinkish brown medium dense to dense intact silty SAND. Residualarkosic sandstone/ Fill?

Scale1:25

NOTES

1) Refusal at 0.87m on dense fill material.



4) From 0.0 to 0.13m abundant quarry stones, well compacted.




SASMSJA4.SET


DATE :TEXT :





S1





0.21

0.00

1.15

Slightly moist dark grey brown with blotches of blueish grey dense intactsubangular sandy medium to coarse GRAVEL. Crusher run.

Moist pinkish brown medium dense intact silty fine SAND. Fill.

Scale1:25

NOTES

1) Refusal at 1.15m on dense material.







SASMSJA4.SET


DATE :TEXT :





S1





0.15

0.00

0.55

1.18

Slightly moist dark greyish brown with blotches of blueish grey denseintact subangular sandy medium to coarse GRAVEL. Crusher run.

Moist pinkish brown medium dense to dense at depth intact silty finegrained SAND. Fill.

Slightly moist to moist yellowish brown stained orange dense intact verysilty fine grained SAND. Residual sandstone.

Scale1:25

NOTES

1) Refusal at 1.18m on dense material.



4) Top layer is covered with quarry stone.





SASMSJA4.SET


DATE :TEXT :









0.15

0.00

0.90

1.00

Slightly moist dark greyish brown with blotches of blue grey dense intactsubangular sandy medium to coarse GRAVEL. Crusher run.

Moist pinkish brown medium dense intact silty fine to medium grainedSAND. Fill.


Scale1:25

NOTES

1) Final depth at 1.00m.






SASMSJA4.SET


DATE :TEXT :









0.12

0.00

0.60

1.20

Slightly moist dark greyish brown with blotches of blueish grey denseintact subangular sandy medium to coarse GRAVEL. Crusher run.

Moist pinkish brown medium dense intact silty fine to medium grainedSAND. Fill.


Scale1:25

NOTES

1) Final depth at 1.20m.






SASMSJA4.SET


DATE :TEXT :









0.10

0.00

0.30

Slightly moist greyish brown loose intact silty medium grained SAND withabundant roots.

Slightly moist pinkish brown dense intact silty fine grained SAND. Fill.

Scale1:25

NOTES

1) Refusal at 0.30m on very dense material.






SASMSJA4.SET


DATE :TEXT :







APPENDIX B

Tel: +27(0)31 2677202

Fax: +27(0)31 2665322

Client: TYRIS REALTY Ref.No. 11-358Project: Proposed Development at Sprite Place, Westmead Date: 20-12-2011Section: Operator: KN/YH

L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 1 L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 2 L i g h t D y n a m i c P e n e t r o m e t e r P r o b e --------------- T e s t N o. DPL 3

Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1Cone: 25mm diameter with 60 degree apex angle Phi=0 Cone: 25mm diameter with 60 degree apex angle Phi=0 Cone: 25mm diameter with 60 degree apex angle Phi=0

Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplings Depth Blows Inferred Rods: 16mm diameter, 22mm diameter couplingsmetres per 300mm Consistency metres per 300mm Consistency metres per 300mm Consistency

0 0 0 0.3 15 Loose 0.3 19 Med.Dense 0.3 6 Very Loose 0.6 100 Very Dense Ref 0.6 18 Med.Dense

Ref 0.9 37 Med.Dense 1.2 80 Dense

Ref

THE INSITU STRENGTH DEPENDS ON SOIL MOISTURE CONTENT AND GRAIN STRUCTURE WHICH HAVE NOT BEEN ASSESSED AND MAY CHANGE. THE VALUES GIVEN ARE THEREFORE INDICATIVE ONLY AND SHOULD BE VERIFIED BY TEST OR OBSERVATION

msjgeo @ iafrica.com

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0 0 0 0.3 10 Loose 0.3 50 Dense 0.3 11 Loose 0.6 24 Med.Dense 0.6 54 Dense 0.6 25 Med.Dense 0.9 23 Med.Dense Ref 0.9 44 Dense 1.2 33 Med.Dense Ref

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0 0 0 0.3 8 Loose 0.3 20 Med.Dense 0.3 21 Med.Dense 0.6 17 Med.Dense 0.6 36 Med.Dense 0.6 25 Med.Dense 0.9 25 Med.Dense Ref 0.9 11 Loose

Ref 1.2 37 Med.Dense 1.5 43 Dense

1.8 56 DenseRef



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0 0 0 0.3 43 Dense 0.3 27 Med.Dense 0.3 51 Dense 0.6 34 Med.Dense 0.6 44 Dense 0.6 48 Dense 0.9 56 Dense 0.9 58 Dense Ref

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-12.6

-12

-11.4

-10.8

-10.2

-9.6

-9

-8.4

-7.8

-7.2

-6.6

-6

-5.4

-4.8

-4.2

-3.6

-3

-2.4

-1.8

-1.2

-0.6

0

0 10 20 30 40 50 60 70 80 90 100

Dep

th (m

)

Blows per 300mm

-15

-14.4

-13.8

-13.2

-12.6

-12

-11.4

-10.8

-10.2

-9.6

-9

-8.4

-7.8

-7.2

-6.6

-6

-5.4

-4.8

-4.2

-3.6

-3

-2.4

-1.8

-1.2

-0.6

0

0 10 20 30 40 50 60 70 80 90 100

Dep

th (m

)

Blows per 300mm

H:\11\11-358\DPL\DPL10-12



APPENDIX C



FIGURE

ABLUTIONS

GATEHOUSE

WASH BAY

M.R.

10/02/2012

A.S.

11 - 358

CONSULTING GEOTECHNICAL, CIVIL & ENVIRONMENTAL ENGINEERS & SCIENTISTS

M O O R E SP EN C E JO N ES

11 - 358 fig1.drg

Site Plan showing approximate positions of :

a.) Inspection Pits.

b.) Dynamic Cone Penetrometer Tests (Light)

(3.3)DPL 1

NO

RTH

KEY:

Approximate position of Dynamic Cone Penetrometer Test (Light)showing depth to refusal in metres below existing ground level.

IP 11.5

Approximate position of Inspection Pit showingfinal depth in metres below existing ground level.

Scale 1 : 1000 (On A3 Original)1

TYRIS REALTYGeotechnical Investigation for

Proposed Development atSprite Place, Westmead

1 : 1 000

0m 50m 100m

Graphic Scale

REV.

REFERENCE No.

FIGURE No.

DATE

DRAWN

CHECK

OFFICES

WORKSHOP

STO

RE

IP 10.56

IP 20.52 IP 3

0.73

IP 40.87

IP 51.15

IP 61.18

IP 71.00

IP 81.20

IP 90.30

(0.6)DPL 1

(0.3)DPL 2

(1.2)DPL 3

(1.2)DPL 4

(0.6)DPL 5

(0.9)DPL 6

(0.9)DPL 7

(0.6)DPL 8

(1.8)DPL 9

(0.9)DPL 10

(0.9)DPL 11

(0.6)DPL 12

Documents

Report to Tyris Realty on a Geotechnical Investigation for ...rhdhv.co.za/media/Sep-2012/Sprite_Road_Development-Appenidx D2.… · Report to Tyris Realty on a Geotechnical Investigation