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

Transcription

1 Report to Tyris Realty on a Geotechnical Investigation for a Proposed Warehouse Development at Sprite Place, Westmead Reference : Dated : February 2012 MOORE SPENCE JONES (PTY) LTD Consulting Geotechnical, Environmental & Civil Engineers 2 nd Floor, Pharos House, 70 Buckingham Terrace, Westville, 3630 PO Box 1263, Wandsbeck, 3631 Tel : +27 (0) Fax : +27 (0)

2 Report to Tyris Realty on a Geotechnical Investigation for a Proposed Warehouse Development at Sprite Place, Westmead Reference : Dated : February 2012 TABLE OF CONTENTS 1. INTRODUCTION AND TERMS OF REFERENCE INFORMATION SUPPLIED SITE DESCRIPTION FIELDWORK Inspection Pits Dynamic Cone Penetrometer Tests SITE GEOLOGY GROUNDWATER LABORATORY TESTING AND MATERIALS EVALUATION Laboratory Test Results Materials Assessment DEVELOPMENT RECOMMENDATIONS Proposed Development Excavation Requirements and Trenchability Foundations Subgrade Improvement for Paved Road and Parking Areas CONCLUSIONS... 6 Appendix A : Inspection Pit Logs Appendix B : Dynamic Cone Penetrometer (Light) Test Results Appendix B : Laboratory Test Results Figure 1 Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Contents Page 1 Path: H:\11\11-358\Reports\11-358R01.doc

3 Report to Tyris Realty on a Geotechnical Investigation for a Proposed Warehouse Development at Sprite Place, Westmead Reference : Dated : February 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 on 15 th December to proceed with the investigation. The investigation was carried out during mid to late, 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 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 geologist 1 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 Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 1 Path: H:\11\11-358\Reports\11-358R01.doc

4 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. Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 2 Path: H:\11\11-358\Reports\11-358R01.doc

5 Table 1 Summary of Results of Particle Size Distribution Analysis, Atterberg Limit Determinations and CBR tests IP No. Depth (m) IP IP IP IP IP Description Particle Size % Atterberg Limits Modified AASHTO CBR Values (%) Compaction MDD (%) Swell (%) Classification and Activity Clay Silt Sand Gravel LL PI LS % GM MDD (kg/m³) OMC % Blue grey to grey brown SP A-1-b(0); G5 coarse GRAVEL Light pink brown silty NP A-2-4(0); <G10 SAND. Fill. Light pink brown silty SP A-2-4(0); SAND. Fill. G9/G10 Light pink brown silty SP A-2-4(0); <G10 SAND. Fill. Yellow brown stained A-2-4(0); orange silty SAND. G8/G9 Residual sandstone. 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 Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 3 Path: H:\11\11-358\Reports\11-358R01.doc

6 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: Wearing course Sandy coarse crushed rock GRAVEL Silty SAND to SAND. Table 2 Materials Classification and Usage Material Type Classification Usage Silt and Clay = 14% PI = SP GM = 2.05 Fill Light pinkish brown to maroon silty SAND Residual and Weathered Sandstone Light pinkish brown to maroon silty SAND CBR = 95% MDD A-1-B(0); G5 (TRH14:1985). Silt and Clay = 15 to 32% PI = NP to SP GM = 0.88 to 1.45 CBR = 5 to 90% MDD CBR = 6 to 93% MDD CBR = 6 to 95% MDD CBR swell =1.17 to 4.68% at 100% % MDD. A-2-4(0); ranges from <G10 to G9. Silt and Clay = 25% PI = 4 GM = 1.45 CBR = 90% MDD CBR = 93% MDD CBR = 95% MDD CBR swell = 0.47% at 100% MDD. A-2-4(0); G8 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). 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. 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. Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 4 Path: H:\11\11-358\Reports\11-358R01.doc

7 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 Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 5 Path: H:\11\11-358\Reports\11-358R01.doc

8 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 2 nd Floor, Pharos House, 70 Buckingham Terrace, Westville, 3630 PO Box 1263, Wandsbeck, 3631 Tel : +27 (0) Fax : +27 (0) Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Page 6 Path: H:\11\11-358\Reports\11-358R01.doc

9 APPENDIX A Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Path: H:\11\11-358\Reports\11-358R01.doc

10 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP1 Sheet 1 of 1 JOB NUMBER: Scale S1 1: Dry blueish grey to greyish brown dense intact sandy medium to coarse GRAVEL. Crusher run. Slightly moist pinkish orangey brown dense intact silty fine grained SAND. Fill. 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, well compacted. 5) Samples taken : S m (3 x Bulk) CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP1 dotplot 6005 PBpH6

11 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP2 Sheet 1 of 1 JOB NUMBER: S1 Scale 1: Slightly moist dark grey brown medium dense intact silty fine grained SAND. Colluvium. Moist light pinkish brown medium dense intact silty SAND. Residual arkosic sandstone/ Fill? NOTES 1) Refusal at 0.52m on hard bedrock. 2) No groundwater seepage. 3) No sidewall collapse. 4) Samples taken : S m (3 x Bulk) CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP2 dotplot 6005 PBpH6

12 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP3 Sheet 1 of 1 JOB NUMBER: Scale 1: Dry to slightly moist blue grey to dark grey brown dense intact sandy GRAVEL. Crusher run. Slightly moist to moist pinkish orange brown dense intact silty SAND. Fill NOTES 1) Refusal at 0.73m on dense fill. 2) No groundwater seepage. 3) No sidewall collapse. 4) From 0.0 to 0.07m abundant quarry stones, well compacted. 5) From 0.07 to 0.73m residual sandstone, highly weathered fragments of very soft rock present in pebble to boulder-sized, part of fill. CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP3 dotplot 6005 PBpH6

13 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP4 Sheet 1 of 1 JOB NUMBER: Scale 1: Slightly moist dark grey brown with blotched of blue grey dense intact sandy GRAVEL. Crusher run. Moist pinkish brown medium dense to dense intact silty SAND. Residual arkosic sandstone/ Fill? 0.87 NOTES 1) Refusal at 0.87m on dense fill material. 2) No groundwater seepage. 3) No sidewall collapse. 4) From 0.0 to 0.13m abundant quarry stones, well compacted. CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP4 dotplot 6005 PBpH6

14 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP5 Sheet 1 of 1 JOB NUMBER: Scale 1: Slightly moist dark grey brown with blotches of blueish grey dense intact subangular sandy medium to coarse GRAVEL. Crusher run. Moist pinkish brown medium dense intact silty fine SAND. Fill. S NOTES 1) Refusal at 1.15m on dense material. 2) No groundwater seepage. 3) No sidewall collapse. 4) Samples taken : S m (3 x Bulk) CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP5 dotplot 6005 PBpH6

15 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP6 Sheet 1 of 1 JOB NUMBER: S1 Scale 1: Slightly moist dark greyish brown with blotches of blueish grey dense intact subangular sandy medium to coarse GRAVEL. Crusher run. Moist pinkish brown medium dense to dense at depth intact silty fine grained SAND. Fill. Slightly moist to moist yellowish brown stained orange dense intact very silty fine grained SAND. Residual sandstone NOTES 1) Refusal at 1.18m on dense material. 2) No groundwater seepage. 3) No sidewall collapse. 4) Top layer is covered with quarry stone. 5) Samples taken : S m (3 x Bulk) CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP6 dotplot 6005 PBpH6

16 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP7 Sheet 1 of 1 JOB NUMBER: Scale 1: Slightly moist dark greyish brown with blotches of blue grey dense intact subangular sandy medium to coarse GRAVEL. Crusher run. Moist pinkish brown medium dense intact silty fine to medium grained SAND. Fill Slightly moist to moist yellowish brown stained orange dense intact very silty fine grained SAND. Residual sandstone. NOTES 1) Final depth at 1.00m. 2) No groundwater seepage. 3) No sidewall collapse. CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP7 dotplot 6005 PBpH6

17 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP8 Sheet 1 of 1 JOB NUMBER: Scale 1: Slightly moist dark greyish brown with blotches of blueish grey dense intact subangular sandy medium to coarse GRAVEL. Crusher run. Moist pinkish brown medium dense intact silty fine to medium grained SAND. Fill. Slightly moist to moist yellowish brown stained orange dense intact very silty fine grained SAND. Residual sandstone NOTES 1) Final depth at 1.20m. 2) No groundwater seepage. 3) No sidewall collapse. CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP8 dotplot 6005 PBpH6

18 TYRIS REALTY Proposed Development at Sprite Place, Westmead HOLE No: IP9 Sheet 1 of 1 JOB NUMBER: Scale 1: Slightly moist greyish brown loose intact silty medium grained SAND with abundant roots. Slightly moist pinkish brown dense intact silty fine grained SAND. Fill. NOTES 1) Refusal at 0.30m on very dense material. 2) No groundwater seepage. 3) No sidewall collapse. CONTRACTOR : MACHINE : DRILLED BY : PROFILED BY : TYPE SET BY : SAS SETUP FILE : MSJA4.SET D08E MOORE SPENCE JONES (MALAWI) INCLINATION : DIAM : 09/02/12 08:24 TEXT :..\11-358\LOGS\DOTHEAD.DOC ELEVATION : X-COORD : Y-COORD : HOLE No: IP9 dotplot 6005 PBpH6

19 APPENDIX B Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Path: H:\11\11-358\Reports\11-358R01.doc

20 Tel: +27(0) Fax: +27(0) iafrica.com Client: TYRIS REALTY Ref.No Project: Proposed Development at Sprite Place, Westmead Date: Section: 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 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 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Cone: 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 couplings metres per 300mm Consistency metres per 300mm Consistency metres per 300mm Consistency Loose Med.Dense Very Loose Very Dense -0.6 Ref Med.Dense -0.6 Ref Med.Dense Dense -1.2 Ref Depth (m) Depth (m) Depth (m) Blows per 300mm Blows per 300mm Blows per 300mm H:\11\11-358\DPL\DPL1-3

21 Tel: +27(0) Fax: +27(0) iafrica.com Client: TYRIS REALTY Ref.No Project: Proposed Development at Sprite Place, Westmead Date: Section: 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 4 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 5 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 6 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 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Cone: 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 couplings metres per 300mm Consistency metres per 300mm Consistency metres per 300mm Consistency Loose Dense Loose Med.Dense Dense Med.Dense Med.Dense Ref Dense Med.Dense Ref -1.2 Ref Depth (m) Depth (m) Depth (m) Blows per 300mm Blows per 300mm Blows per 300mm H:\11\11-358\DPL\DPL4-6

22 Tel: +27(0) Fax: +27(0) iafrica.com Client: TYRIS REALTY Ref.No Project: Proposed Development at Sprite Place, Westmead Date: Section: 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 7 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 8 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 9 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 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Cone: 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 couplings metres per 300mm Consistency metres per 300mm Consistency metres per 300mm Consistency Loose Med.Dense Med.Dense Med.Dense Med.Dense Med.Dense Med.Dense Ref Loose Ref Med.Dense Dense Dense -1.8 Ref Depth (m) Depth (m) Depth (m) Blows per 300mm Blows per 300mm Blows per 300mm H:\11\11-358\DPL\DPL7-9

23 Tel: +27(0) Fax: +27(0) iafrica.com Client: TYRIS REALTY Ref.No Project: Proposed Development at Sprite Place, Westmead Date: Section: 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 10 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 11 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 12 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 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Hammer: 10kg falling 550mm C=1 Cone: 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 couplings metres per 300mm Consistency metres per 300mm Consistency metres per 300mm Consistency Dense Med.Dense Dense Med.Dense Dense Dense Dense Dense Ref Ref -1.2 Ref Depth (m) Depth (m) Depth (m) Blows per 300mm Blows per 300mm Blows per 300mm H:\11\11-358\DPL\DPL10-12

24 APPENDIX C Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Path: H:\11\11-358\Reports\11-358R01.doc

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32 FIGURE Geotechnical Investigation for the Proposed Warehouse Development at Sprite Place, Westmead Path: H:\11\11-358\Reports\11-358R01.doc

33 NORTH DPL 3 (1.2) IP DPL 2 (0.3) OFFICES DPL 4 (1.2) IP IP DPL 6 (0.9) DPL 7 (0.9) DPL 8 (0.6) DPL 1 (0.6) DPL 10 (0.9) DPL 11 (0.9) DPL 12 (0.6) DPL 5 (0.6) IP IP DPL 9 (1.8) IP IP IP WASH BAY IP WORKSHOP STORE GATE HOUSE ABLUTIONS 0m 50m 100m Graphic Scale 1 : KEY: IP DPL 1 (3.3) Approximate position of Inspection Pit showing final depth in metres below existing ground level. Approximate position of Dynamic Cone Penetrometer Test (Light) showing depth to refusal in metres below existing ground level. Site Plan showing approximate positions of : a.) Inspection Pits. b.) Dynamic Cone Penetrometer Tests (Light) Scale 1 : 1000 (On A3 Original) TYRIS REALTY Geotechnical Investigation for Proposed Development at Sprite Place, Westmead M O O RE SPEN CE JO N ES CONSULTING GEOTECHNICAL, CIVIL & ENVIRONMENTAL ENGINEERS & SCIENTISTS DATE DRAWN CHECK 10/02/2012 A.S. M.R. REFERENCE No FIGURE No. 1 REV fig1.drg