Geotechnical Investigation and Site Classification, Northlakes Estate Stages 22, 22A and 51A

Transcription

1 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A November 009 North Lakes Pty Ltd Parsons Brinckerhoff Australia Pty Limited ABN A-PR_930RevC Level Bolton Street NEWCASTLE NSW 300 PO Box 6 NEWCASTLE NSW 300 Australia Telephone Facsimile newcastle@pb.com.au Certified to ISO 900, ISO 400, AS/NZS 480

2 Revision etails ate Amended By A Original 7/08/09 B Update Stage A lot numbers, and lot 58 0/08/09 GJB C Update lots based on compaction results 8//09 GJB Parsons Brinckerhoff Australia Pty Limited (PB) [009]. Copyright in the drawings, information and data recorded in this document (the information) is the property of PB. This document and the information are solely for the use of the authorised recipient and this document may not be used, copied or reproduced in whole or part for any purpose other than that for which it was supplied by PB. PB makes no representation, undertakes no duty and accepts no responsibility to any third party who may use or rely upon this document or the information. Author: Glen Burton... Signed:... Reviewer: Robert Kingsland... Signed:... Approved by: Glen Burton... Signed:... ate: 8 November istribution: 3 x hard copy, x PF... Please note that when viewed electronically this document may contain pages that have been intentionally left blank. These blank pages may occur because in consideration of the environment and for your convenience, this document has been set up so that it can be printed correctly in double-sided format. C:\OCUMENTS AN SETTINGS\BURTONG\LOCAL SETTINGS\TEMPORARY INTERNET FILES\CONTENT.OUTLOOK\I8UQFLT\03369A-PR_930REVC.OC

3 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A Contents Page number. Introduction. Investigation method 3 3. Investigation results 5 3. Site description 5 3. Regional geology and subsurface conditions Topsoil Residual soil Weathered rock Groundwater Laboratory results 6 4. iscussion and recommendations 7 4. Lot filling 7 4. Site classifications Site preparation Excavations Filling Footing design and construction rainage 9 5. Limitations PARSONS BRINCKERHOFF 03369A-PR_930REVC Page i

4 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A Contents (Continued) List of tables Page number Table 3. Typical subsurface profile 5 Table 3. Shrink/swell results 6 Table 4. Site classifications 8 Appendices Appendix A Figures Appendix B Engineering logs and explanatory notes Appendix C Laboratory certificates Appendix Limitations of geotechnical site investigation Appendix E Reactive soil notes Page ii 03369A-PR_930REVC PARSONS BRINCKERHOFF

5 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A. Introduction At the request of North Lakes Pty Ltd, Parsons Brinckerhoff (PB) has completed a geotechnical site investigation of Stages, A and 5A of Northlakes Estate, Cameron Park. The subject stages comprise the following lots: Stage 5 lots (0-5) Stage A 9 lots (5-59) Stage 5A 7 lots (50-507) The objective of the site investigation was to assess subsurface conditions within the residential lots to assign site classifications in accordance with AS 870. PB s civil engineers provided civil design drawings for the stages which were used to scope the site investigation. The site investigation was generally completed in accordance with our proposal (LT_590, July 009). At the time of the investigation Stages and A were still under construction, with earthworks occurring for the road formations and installation of drainage and sewer. Stage 5A road works were complete. PARSONS BRINCKERHOFF 03369A-PR_930REVC Page

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7 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A. Investigation method Fieldwork for the investigation was carried out between 7 and 8 July 009 and comprised the excavation of 0 test pits in Stage (TP0 to TP0), five test pits in Stage A (TPA0 to TPA05) and four test pits in Stage 5A (TP50 to TP504). Test pits were initially located on lot boundaries to minimise potential disturbance to future footings with residential buildings. A number of test pits were moved off the lot boundaries because the sewer had already been installed. The location of the test pits were recorded using a hand held GPS. The locations are shown on Figure and Figure attached in Appendix A. A geotechnical engineer from PB supervised the excavations, logged subsurface conditions and nominated the sampling locations. Pocket penetrometer tests were completed in clayey soils to assess the consistency. Engineering test pit logs are attached in Appendix B along with explanatory notes that describe the terms and symbols used. Undisturbed (U50) samples were collected from selected test pits and sent to Valley Civilab, a NATA accredited laboratory, for shrink/swell analysis. The laboratory certificates are attached in Appendix C. PARSONS BRINCKERHOFF 03369A-PR_930REVC Page 3

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9 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A 3. Investigation results 3. Site description At the time of investigation, Stages and A were still under construction. Earthworks associated with construction of road pavements, installation of stormwater and sewer was still in progress. Site slopes were approximately 0 to the west and south-west. Clearing of the site was partially complete with some mature trees still located within the residential lots. Road works for Stage 5A was complete at the time of investigation. Some mature trees remained on the site. The site sloped to the north-west at approximately Regional geology and subsurface conditions The Newcastle Soil Landscape Series Sheet 93 indicates that the site lies within the Warners Bay residual soil landscape. This unit comprises undulating to rolling low hills and rises on fine-grained sediments of the Newcastle Coal Measures in the Awaba Hills. Slope gradients are typically -. The Newcastle :50,000 Geological Series Sheet SI 56- indicates that the site is underlain by the Newcastle Coal Measures of Permian age. This unit comprises interbedded conglomerate, sandstone, tuff, shale and coal. The typical subsurface profile were encountered during the investigation program is summarised in Table 3.. For a detailed description at specific locations, reference should be made to the engineering logs and explanatory notes attached in Appendix B. Table 3. Typical subsurface profile Material epth range encountered (m) Topsoil 0. to 0. Residual soil 0. to.8 Weathered rock +0.4 The characteristics of the subsurface conditions are summarised below. 3.. Topsoil Topsoil depths of 0. m are typical, with the material predominantly sandy SILT (ML), grey, fine grained sand with organic material. Moisture was typically assessed as dry during the investigation with medium density. Low to medium plasticity grey CLAY (CL) was also identified within some of the test pits. PARSONS BRINCKERHOFF 03369A-PR_930REVC Page 5

10 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A 3.. Residual soil Residual soil at the site typically comprises silty CLAY (CL), low plasticity, grey with varying percentage of fine grained sand. Consistency was typically very stiff to hard with moisture contents at or less than the plastic limit. Gravelly SAN (SP) and silty SAN/clayey SAN was encountered within TP0 and TP0 and is likely to have weathered from a layer of pebbly sandstone. The excavation profile of TP0 was stepped with shallower refusal at 0.7 m where the silty SAN and clayey SAN was identified Weathered rock Bucket refusal of the backhoe typically occurred on extremely to highly weathered siltstone of low to medium strength. Excavation was readily achieveable through extremely low to low strength material. Weathering of the rock resulted in interbedding of weathered rock and residual soil material Groundwater No groundwater was encountered within any of the test pits during the short period that they remained open. No long term monitoring was required to be undertaken. 3.3 Laboratory results Undisturbed (U50) samples were sent to Valley Civilab for shrink/swell analysis. The results are summarised in Table 3. and certificates are attached in Appendix C. Table 3. Shrink/swell results Sample location Shrink/Swell I ss, (%) TP0 0.35m.6 TP m 3.4 TP04 0.3m 4. TP06 0.3m.6 TP08 0.3m 3.3 TP0 0.3m. TPA03 0.m 0.9 TPA04 0.m. TPA05 0.3m 3.8 TP50 0.3m. TP503 0.m 3.3 TP m 3. Page A-PR_930REVC PARSONS BRINCKERHOFF

11 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A 4. iscussion and recommendations 4. Lot filling Lot filling within Stage A was completed to regrade the site within an existing gully which affects lots 5, 5 and 59. Filling of the gully is to a depth of approximately to.5 m. Coffey Information completed density testing of the lot fill material and stated that as the geotechnical authority engaged for the project we state that the filling was carried out to Level criteria (Ref: INFOWARA0099AA-AC, October 009). PB has not completed a review of Coffey Information laboratory testing methods and as such this is not a verification of their results. Lot filling satisfying Level inspection and testing may be classified as controlled fill according to AS Site classifications In assessing site classification for the lots in this site, consideration has been given to subsurface conditions, soil reactivity, anticipated fill settlement, and slope stability. AS provides for the classification of lots based on the characteristic surface movement as follows: Surface Movement, y s (mm) Site Classification 0<y s 0 S 0<y s 40 M 40<y s 70 H 70<y s E PARSONS BRINCKERHOFF 03369A-PR_930REVC Page 7

12 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A The subject lots have been classified as detailed in Table 4.. Table 4. Site classifications Lot Site Class Surface Movement, y s (mm) Lot Site Class Surface Movement, y s (mm) 0 M H M M M S M M M M M M M S M M M H M M 0-30 S M 0-30 S M S M M M M M M Site preparation All topsoil and severely root affected material should be stripped prior to the placement of engineered fill or slabs. Areas to be filled should be proofed rolled under the inspection of a geotechnical engineer/engineering geologist and any soft or heaving materials removed. 4.4 Excavations Excavations within the topsoil, residual soils and extremely weathered bedrock should be achievable using conventional earthmoving equipment such as excavators, backhoes or bobcats. It is anticipated that excavation within the distinctly weathered bedrock should be feasible using hydraulic excavators with rock hammers. Temporary excavation batters in soil or extremely weathered bedrock should be graded no steeper than.5 Horizontal (H): Vertical (V), while any permanent batters should be graded no steeper than H in V and protected from erosion by re-directing any surface water flows from the batter face and revegetating. If steeper batters are required they should be supported by engineered retaining walls. istinctly weathered bedrock may be excavated at a permanent batter slope no steeper than H:V subject to an inspection by a geotechnical engineer/engineering geologist. Page A-PR_930REVC PARSONS BRINCKERHOFF

13 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A 4.5 Filling Placement of fill should be in maximum 00mm (loose) layers. The full depth of each layer should be compacted to 95% standard maximum dry density (SM) at ±% of the standard optimum moisture content (SOMC). Each layer should be placed to minimum of Level supervision in accordance with AS3798. Level supervision should be provided in areas to support high level footings with a relative compaction of 98% SM achieved. All permanent fill batter slopes should be no steeper than H:V and protected from erosion. Alternatively, fill embankments may be retained by engineered retaining walls. The depth of fill placed on individual lots should not exceed a nominal.5 m without prior approval by a geotechnical engineer/engineering geologist. 4.6 Footing design and construction In general, flexible structures such as brick veneer or clad frames are preferred for residential development on reactive clay sites. Footings should be designed by a practising structural engineer in accordance with AS for the classifications provided in Section 4. above. Strip/pad footings, raft slabs and pier and beam systems would be suitable footing types. Any future cut and fill earthworks may affect the site classifications provided in this report. We recommend that the site classifications be reassessed if excavations in excess of 0.4 m or filling in excess of 0.5 m thick are proposed. Footings should be excavated, cleaned out and poured with minimum delay. If footing excavations are to be left open for an extended period of time, a concrete blinding layer should be provided to protect the foundation material. Should any uncompacted fill or locally deep topsoil be encountered during footing excavation, these materials should be penetrated and the footings founded in accordance with the requirements of section 6 of AS870. A geotechnical engineer should be consulted if these conditions are encountered. Where footing excavations are partially on rock, the whole footing should be taken to rock to achieve uniform bearing and foundation conditions. Alternatively structures may be articulated over changes in founding conditions, in accordance with AS870. Where footings are to be piered to rock, reclassification of the site and amendment to footing sizes may be appropriate, and both a geotechnical and structural engineer should be consulted prior to construction of the footing. 4.7 rainage Site drainage should be installed to prevent ponding of surface water adjacent to structures. Surface water and roof runoff should be directed away from foundations and collected in the stormwater system. Where retaining walls are required, subsoil drainage should be provided and connected to the stormwater system. PARSONS BRINCKERHOFF 03369A-PR_930REVC Page 9

14 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A Surface water flows should be redirected from batter slopes by the use of dish drains. Classification of the subject lots has been assessed based on moisture variations caused by normal climatic and garden conditions. More severe moisture variations can be caused by other common, but controllable factors. Reactive soil notes included in Appendix E are intended as a summary to those provided in CSIRO 0-9 A guide to Home Owners on Foundation Maintenance and Footing Performance and should be regarded as recommendations. Future owners should be advised of these maintenance procedures, as it is commonly accepted that most damage to residential type structures on reactive sites is due to poor site maintenance. Page A-PR_930REVC PARSONS BRINCKERHOFF

15 Geotechnical Investigation and Site Classification, Northlakes Estate Stages, A and 5A 5. Limitations This report should be read in conjunction with the Limitations of Geotechnical Site Investigation attached in Appendix, which provides important information regarding geotechnical investigation and assessment. Significant variation in subsurface conditions from those anticipated should be reported to this office for reassessment. PARSONS BRINCKERHOFF 03369A-PR_930REVC Page

16 Appendix A Figures

17 Client: Project: Location: North Lakes Pty Ltd Geotechincal Investigation and Site Classification Northlakes Estate, Stages, A & 5 Cameron Park, NSW Legend Metres Scale : 50 Stage Test Pit Location Plan Figure - Rev B

18 Client: Project: Location: North Lakes Pty Ltd Geotechincal Investigation and Site Classification Northlakes Estate, Stages, A & 5 Cameron Park, NSW Legend Metres Scale : 000 Test pit Location Plan Figure

19 Appendix B Engineering logs and explanatory notes

20 Explanatory Notes - Soil escription In engineering terms soil includes every type of uncemented or partially cemented inorganic material found in the ground. In practice, if the material can be remoulded by hand in its field condition or in water it is described as a soil. The dominant soil constituent is given in capital letters, with secondary textures in lower case. The dominant feature is assessed from the Unified Soil Classification system and a soil symbol is used to define a soil layer. METHO Method AS BH CT EE EX HA HQ JET NMLC NQ PT RAB RB RT TC V WB T WATER escription Auger Screwing Backhoe Cable Tool Rig Existing Excavation/Cutting Excavator Hand Auger iamond Core-63mm Jetting iamond Core 5mm iamond Core 47mm Push Tube Rotary Air Blast Rotary Blade Rotary Tricone Bit Auger TC Bit Auger V Bit Washbore iatube Water level at date shown Partial water loss MOISTURE CONITION ry Moist Wet - Cohesive soils are friable or powdery Cohesionless soil grains are free-running - Soil feels cool, darkened in colour Cohesive soils can be moulded Cohesionless soil grains tend to adhere - Cohesive soils usually weakened Free water forms on hands when handling For cohesive soils the following codes may also be used: MC>PL MC~PL MC<PL PLASTICITY Moisture Content greater than the Plastic Limit. Moisture Content near the Plastic Limit. Moisture Content less than the Plastic Limit. The potential for soil to undergo change in volume with moisture change is assessed from its degree of plasticity. The classification of the degree of plasticity in terms of the Liquid Limit (LL) is as follows: escription of Plasticity LL (%) Low <35 Medium 35 to 50 High >50 Water inflow Complete water loss COHESIVE SOILS - CONSISTENCY NFGWO: The observation of groundwater, whether present or not, was not possible due to drilling water, surface seepage or cave in of the borehole/test pit. NFGWE: The borehole/test pit was dry soon after excavation. Inflow may have been observed had the borehole/test pit been left open for a longer period. SAMPLING The consistency of a cohesive soil is defined by descriptive terminology such as very soft, soft, firm, stiff, very stiff and hard. These terms are assessed by the shear strength of the soil as observed visually, by hand penetrometer values and by resistance to deformation to hand moulding. A Hand Penetrometer may be used in the field or the laboratory to provide an approximate assessment of the unconfined compressive strength (UCS) of cohesive soils. The undrained shear strength of cohesive soils is approximately half the UCS. The values are recorded in kpa as follows: Sample B Jar SPT U50 U75 escription Bulk isturbed Sample isturbed Sample Jar Sample Standard Penetration Test Undisturbed Sample 50mm Undisturbed Sample 75mm Strength Symbol Undrained Shear Strength, C u (kpa) Very Soft VS < Soft S to 5 Firm F 5 to 50 Stiff St 50 to 00 Very Stiff VSt 00 to 00 Hard H > 00 UNIFIE SOIL CLASSIFICATION The appropriate symbols are selected on the result of visual examination, field tests and available laboratory tests, such as, sieve analysis, liquid limit and plasticity index. USC Symbol GW GP GM GC SW SP SM SC ML CL OL MH CH OH Pt escription Well graded gravel Poorly graded gravel Silty gravel Clayey gravel Well graded sand Poorly graded sand Silty sand Clayey sand Silt of low plasticity Clay of low plasticity Organic soil of low plasticity Silt of high plasticity Clay of high plasticity Organic soil of high plasticity Peaty Soil COHESIONLESS SOILS - RELATIVE ENSITY Relative density terms such as very loose, loose, medium, dense and very dense are used to describe silty and sandy material, and these are usually based on resistance to drilling penetration or the Standard Penetration Test (SPT) N values. Other condition terms, such as friable, powdery or crumbly may also be used. Term Symbol ensity Index N Value (blows/0.3 m) Very Loose VL 0 to 5 0 to 4 Loose L 5 to 35 4 to 0 Medium ense M 35 to 65 0 to 30 ense 65 to to 50 Very ense V >85 >50 COHESIONLESS SOILS PARTICLE SIZE ESCRIPTIVE TERMS Name Subdivision Size Boulders Cobbles >00 mm 63 mm to 00 mm Gravel coarse medium fine 0 mm to 63 mm 6 mm to 0 mm.36 mm to 6 mm C:\Webs\ausydg\BP0_TechGuidelines\0.5 Geotechnical\stdnotes\Geotech Explan. Notes - brief version.doc 30/09/0 Sand coarse medium fine 600 µm to.36 mm 00 µm to 600 µm 75 µm to 00 µm

21 Rock escription The rock is described with strength and weathering symbols as shown below. Other features such as bedding and dip angle are given. METHO Refer soil description sheet WATER Refer soil description sheet ROCK QUALITY The fracture spacing is shown where applicable and the Rock Quality esignation (RQ) or Total Core Recovery (TCR) is given where: TCR (%) = length of core recovered length of core run ROCK STRENGTH Rock strength is described using AS76 and ISRM - Commission on Standardisation of Laboratory and Field Tests, "Suggested method of determining the Uniaxial Compressive Strength of Rock materials and the Point Load Index", as follows: Term Symbol Point Load Index Is (50) (MPa) Extremely Low EL <0.03 Very Low VL 0.03 to 0. Low L 0. to 0.3 Medium M 0.3 to High H to 3 Very High VH 3 to 0 Extremely High EH >0 RQ (%) = Sum of Axial lengths of core > 00mm long length of core run iametral Point Load Index test Axial Point Load Index test ROCK MATERIAL WEATHERING Rock weathering is described using the abbreviations and definitions used in AS76. AS76 suggests the term istinctly Weathered (W) to cover the range of substance weathering conditions between (but not including) XW and SW. For projects where it is not practical to delineate between HW and MW or it is deemed that there is no advantage in making such a distinction, W may be used with the definition given in AS76. Symbol Term efinition RS Residual Soil Soil definition on extremely weathered rock; the mass structure and substance are no longer evident; there is a large change in volume but the soil has not been significantly transported XW HW MW SW W Extremely Weathered Highly Weathered istinctly Weathered (see AS76 efinition below) Moderately Weathered Slightly Weathered Rock is weathered to such an extent that it has soil properties, ie. It either disintegrates or can be remoulded in water The rock substance is affected by weathering to the extent that limonite staining or bleaching affects the whole rock substance and other signs of chemical or physical decomposition are evident. Porosity and strength is usually decreased compared to the fresh rock. The colour and strength of the fresh rock is no longer recognisable. The whole of the rock substance is discoloured, usually by iron staining or bleaching, to the extent that the colour of the fresh rock is no longer recognisable Rock is slightly discoloured but shows little or no change of strength from fresh rock FR Fresh Rock shows no sign of decomposition or staining istinctly Weathered: Rock strength usually changed by weathering. The rock may be highly discoloured, usually by iron staining. Porosity may be increased by leaching, or may be decreased due to the deposition of weathering products in pores. (AS76) EFECT SPACING/BEING THICKNESS Measured at right angles to defects of same set or bedding. Term efect Spacing Bedding Extremely closely spaced <6 mm 6 to 0 mm Thinly Laminated Laminated Very closely spaced 0 to 60 mm Very Thin Closely spaced 0.06 to 0. m Thin Moderately widely spaced 0. to 0.6 m Medium Widely spaced 0.6 to m Thick Very widely spaced > m Very Thick EFECT ESCRIPTION Type: B BP F C J SZ CZ B Planarity: P Planar Ir Irregular St Stepped U Undulating Coating or Infill: Clean Stain Veneer Coating efinition: Bedding Bedding Parting Fault Cleavage Joint Shear Zone Crushed Zone rill Break Roughness: R Rough S Smooth Sl Slickensides Po Polished escription No visible coating or infilling No visible coating or infilling but surfaces are discoloured by mineral staining A visible coating or infilling of soil or mineral substance but usually unable to be measured (<mm). If discontinuous over the plane, patchy veneer A visible coating or infilling of soil or mineral substance, >mm thick. escribe composition and thickness The inclinations of defects are measured from perpendicular to the core axis. C:\Webs\ausydg\BP0_TechGuidelines\0.5 Geotechnical\stdnotes\Geotech Explan. Notes - brief version.doc 30/09/0

22 Graphic Symbols for Soil and Rock Graphic symbols used on borehole and test pit reports for soil and rock are as follows. Combinations of these symbols may be used to indicate mixed materials such as clayey sand. C:\Webs\ausydg\BP0_TechGuidelines\0.5 Geotechnical\stdnotes\Geotech Explan. Notes - brief version.doc 30/09/0 Page 3

23 TEST PIT ENGINEERING LOG TEST PIT NO. TP0 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL SM TOPSOIL: Silty SAN, fine grained, brown, with root fibres 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 MOISTURE FB VL L M VS S FST 9 0 RELATIVE ENSITY /CONSISTENCY V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL W E 0.5 SP Gravelly SAN, fine to coarse grained, brown, fine to medium sub-rounded gravel RESIUAL SOIL Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.65 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on inferred medium strength sandstone

24 TEST PIT ENGINEERING LOG TEST PIT NO. TP0 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) 3 FIEL TEST Backhoe, 300mm Bucket with Tiger teeth 4 SAMPLE 5 GRAPHIC LOG 6 USC SYMBOL CL TOPSOIL: Silty CLAY, medium plasticity, grey, with root fibres 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 9 MOISTURE MC~PL RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS W E 0.5 CL Silty CLAY, low plasticity, grey, with fine grained sand M RESIUAL SOIL U50 Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/ SILTSTONE, pale grey, extremely weathered, extremely low strength, interbedded with Silty CLAY, low plasticity EN OF TEST PIT AT.0 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. WEATHERE ROCK Bucketrefusal on low strength sitstone

25 TEST PIT ENGINEERING LOG TEST PIT NO. TP03 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G W Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL ML TOPSOIL: Clayey SILT, low plasticity, grey, with root fibres 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS E 0.0 CL Silty CLAY, low plasticity, grey MC<PL >600 >600 >600 RESIUAL SOIL U CL As above, but interbedded with Siltstone, extremely weathered, extremely low strength Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT.00 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on extremely low strength siltstone

26 TEST PIT ENGINEERING LOG TEST PIT NO. TP04 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G W Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL ML TOPSOIL: Clayey SILT, low plasticity, brown, fine grained sand, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL E 0.0 CL Silty CLAY, low plasticity, grey, fine grained sand. MC~PL RESIUAL SOIL U Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.70 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

27 TEST PIT ENGINEERING LOG TEST PIT NO. TP05 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G W Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL CL TOPSOIL: Silty CLAY, low plasticity, black, with fine grained sand and root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE MC<PL RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL E 0.0 Silty CLAY, pale grey mottled orange, with fine grained sand. MC<PL RESIUAL SOIL Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/ SANSTONE, fine grained, grey mottled orange. WEATHERE ROCK EN OF TEST PIT AT.00 m Bucket refusal on sandstone This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

28 TEST PIT ENGINEERING LOG TEST PIT NO. TP06 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Sandy SILT, brown, fine grained sand, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL G W E 0.5 CI Silty CLAY, medium plasticity, pale grey mottled orange. MC<PL RESIUAL SOIL U Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT.0 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

29 TEST PIT ENGINEERING LOG TEST PIT NO. TP07 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Sandy SILT, brown-grey, fine grained sand, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL G W E 0.0 CL Silty CLAY, low plasticity, grey. MC~PL RESIUAL SOIL 0.40 SILTSTONE, pale grey mottled orange, highly weathered WEATHERE ROCK EN OF TEST PIT AT 0.50 m Bucket refusal on siltstone Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

30 TEST PIT ENGINEERING LOG TEST PIT NO. TP08 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Sandy SILT, grey, fine grained sand, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL G W E 0.5 CI Silty CLAY, medium plasticity, brown, fine grained sand, fine sandstone gravel. MC<PL RESIUAL SOIL U EN OF TEST PIT AT 0.50 m Bucket refusal on sandstone Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

31 TEST PIT ENGINEERING LOG TEST PIT NO. TP09 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) 3 FIEL TEST Backhoe, 300mm Bucket with Tiger teeth 4 SAMPLE 5 GRAPHIC LOG 6 USC SYMBOL TOPSOIL: Sandy SILT, brown-grey, fine grained sand, with tree roots. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 9 MOISTURE RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS W E 0.5 CI Silty CLAY, low plasticity, pale grey mottle orange. MC<PL RESIUAL SOIL U50 Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/ SILTSTONE, pale grey mottled orange, extremely weathered, extremely low to very low strength. EN OF TEST PIT AT.0 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. WEATHERE ROCK Bucket refusal on siltstone

32 TEST PIT ENGINEERING LOG TEST PIT NO. TP0 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G W Test Pit Information RL(m) EPTH(m) 3 FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL SOIL/ROCK MATERIAL FIEL ESCRIPTION TOPSOIL: Sandy SILT, brown-grey, fine grained sand, with root fibres. Surface RL: Co-ords: Field Material escription 8 MOISTURE FB VL L M VS S FST 9 RELATIVE ENSITY /CONSISTENCY V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL E 0.0 CL- CI Silty CLAY, low to medium plasticity, grey mottled orange. MC<PL RESIUAL SOIL U CL- CI As above, but interbedded with Siltstone, extremely weathered, extremely low strength. Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09.30 SILTSTONE, highly weathered, very low strength. WEATHERE ROCK EN OF TEST PIT AT.60 m Bucket refusal on siltstone This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

33 TEST PIT ENGINEERING LOG TEST PIT NO. TPA0 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) 3 FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL Sandy SILT, brown, fine grained sand. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription M RELATIVE ENSITY /CONSISTENCY E N MOISTURE FB VL L M VS S FST V VST H HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS G W Topsoil stripped E 0.5 CL Silty CLAY, low plasticity, grey. MC<PL RESIUAL SOIL 0.60 CL As above, interbedded with Siltstone, highly weathered, very low strength Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.75 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

34 TEST PIT ENGINEERING LOG TEST PIT NO. TPA0 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL ML TOPSOIL: Clayey SILT, low plasticity, dark grey, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE M RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL G W E 0.8 CL Silty CLAY, low plasticity, pale grey mottled orange. MC<PL RESIUAL SOIL EN OF TEST PIT AT 0.60 m Bucket refusal on siltstone Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

35 TEST PIT ENGINEERING LOG TEST PIT NO. TPA03 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Silty SAN, fine grained, brown-grey, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 9 MOISTURE M RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS G W E 0.0 CL Silty CLAY, low plasticity, grey, with fine grained sand. MC<PL RESIUAL SOIL U Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09.50 CL As above, but interbedded with Siltstone, extremely to highly weathered, very low strength. EN OF TEST PIT AT.80 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

36 TEST PIT ENGINEERING LOG TEST PIT NO. TPA04 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Silty SAN, fine grained, grey-brown, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE M RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL G W E 0.6 U50 CL Silty CLAY, low plasticity, grey with red-brown mottling. MC~PL RESIUAL SOIL Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.70 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

37 TEST PIT ENGINEERING LOG TEST PIT NO. TPA05 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 8/7/09 8/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Silty SAN, fine grained, grey-brown, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription MOISTURE M RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL W E 0.5 CL Silty CLAY, low plasticity, grey. MC~PL RESIUAL SOIL U Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.75 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes Bucket refusal on siltstone

38 TEST PIT ENGINEERING LOG TEST PIT NO. TP50 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 5A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 7/7/09 7/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) 3 FIEL TEST Backhoe, 300mm Bucket with Tiger teeth 4 SAMPLE 5 GRAPHIC LOG 6 USC SYMBOL TOPSOIL: Silty SAN, fine grained, dark brown, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 MOISTURE 9 RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E 3694 N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS W E 0.5 CH Sandy CLAY, high plasticity, brown, medium to coarse grained sand. MC~PL RESIUAL SOIL 0.65 U50 CH As above, but grey mottled red-brown Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/ SC SC Clayey SAN, fine grained, grey, low plasticity clay. As above, but grey mottled red-brown and orange, interbedded with Siltstone, extremely weathered, extremely low strength. SILTSTONE, grey, extremely weathered, very low strength. EN OF TEST PIT AT.0 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. M WEATHERE ROCK Bucket refusal on low to medium strength siltstone

39 TEST PIT ENGINEERING LOG TEST PIT NO. TP50 SHEET OF Client: Project: Test Pit Location: Project Number: North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 5A 03369A ate Commenced: ate Completed: Recorded By: Log Checked By: 7/7/09 7/7/09 GJB Excavation Method: WATER N F G Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TOPSOIL: Silty SAN, fine grained, dark brown, with root fibres. 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION Surface RL: Co-ords: Field Material escription 8 MOISTURE 9 RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H E N HAN PENETROMETER (kpa) TOPSOIL STRUCTURE AN AITIONAL OBSERVATIONS W E 0.3 SM Silty SAN, fine grained, grey. MC<PL 0.5 CH Silty CLAY, high plasticity, grey with orange mottling. RESIUAL SOIL U CH As above, but interbedded with Siltstone, grey, extremely weathered, extremely low to very low strength Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 EN OF TEST PIT AT 0.90 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes. Bucket refusal on siltstone

40 Client: Project: Test Pit Location: Project Number: Excavation Method: WATER N F G W Test Pit Information RL(m) EPTH(m) FIEL TEST Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TEST PIT ENGINEERING LOG North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 5A 03369A 7 SOIL/ROCK MATERIAL FIEL ESCRIPTION TOPSOIL: Sandy CLAY, medium plasticity, brown, fine grained sand. Surface RL: Co-ords: Field Material escription MOISTURE MC>PL RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H ate Commenced: ate Completed: Recorded By: Log Checked By: E N HAN PENETROMETER (kpa) TOPSOIL TP503 TEST PIT NO. SHEET OF 7/7/09 7/7/09 GJB STRUCTURE AN AITIONAL OBSERVATIONS E 0.0 U50 CH Sandy CLAY, high plasticity, grey, fine grained sand. MC>PL SANSTONE, fine grained, pale grey, highly weathered, very low strength. EN OF TEST PIT AT 0.60 m WEATHERE ROCK Bucket refusal on low to medium strength sandstone Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/09 This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes.

41 Client: Project: Test Pit Location: Project Number: Excavation Method: WATER N F G W E Test Pit Information RL(m) EPTH(m) FIEL TEST North Lakes Pty Ltd Geotechnical Investigation and site class, Stages, A and 5 Northlakes Estate Stage 5A 03369A Backhoe, 300mm Bucket with Tiger teeth SAMPLE GRAPHIC LOG USC SYMBOL TEST PIT ENGINEERING LOG SOIL/ROCK MATERIAL FIEL ESCRIPTION TOPSOIL: Silty CLAY, low plasticity, brown, with fine grained sand and root fibres. Surface RL: Co-ords: Field Material escription MOISTURE MC>PL RELATIVE ENSITY /CONSISTENCY FB VL L M VS S FST V VST H ate Commenced: ate Completed: Recorded By: Log Checked By: E N HAN PENETROMETER (kpa) TEST PIT NO. TP504 SHEET OF 7/7/09 7/7/09 GJB STRUCTURE AN AITIONAL OBSERVATIONS TOPSOIL 0.5 U50 CH Silty CLAY, high plasticity, brown mottled grey. RESIUAL SOIL Parsons Brinckerhoff Australia Pty Ltd. Version 5. ENGINEERING TEST PIT LOG TEST PIT LOGS (ST, A & 5).GPJ YH006.GT 3/8/ U50 CL CL Silty CLAY, low plasticity, grey mottled brown and green. As above, but interbedded with Siltstone, extremely weathered, very low strength. EN OF TEST PIT AT 0.95 m This test pit log should be read in conjunction with Parsons Brinckerhoff's accompanying standard notes Bucket refusal on siltstone

42 Appendix C Laboratory certificates

43

44

45

46

47

48

49 Appendix Limitations of geotechnical site investigation

50 Legal Standard Work Practice Limitations of Geotechnical Site Investigation SP-LGL-00 Rev: A Scope of services This geotechnical site assessment report (the report) has been prepared in accordance with the scope of services set out in the contract, or as otherwise agreed, between the client and PB (scope of services). In some circumstances the scope of services may have been limited by a range of factors such as time, budget, access and/or site disturbance constraints. Reliance on data In preparing the report, PB has relied upon data, surveys, analyses, designs, plans and other information provided by the client and other individuals and organisations, most of which are referred to in the report (the data). Except as otherwise stated in the report, PB has not verified the accuracy or completeness of the data. To the extent that the statements, opinions, facts, information, conclusions and/or recommendations in the report (conclusions) are based in whole or part on the data, those conclusions are contingent upon the accuracy and completeness of the data. PB will not be liable in relation to incorrect conclusions should any data, information or condition be incorrect or have been concealed, withheld, misrepresented or otherwise not fully disclosed to PB. Geotechnical investigation Geotechnical engineering is based extensively on judgment and opinion. It is far less exact than other engineering disciplines. Geotechnical engineering reports are prepared to meet the specific needs of individuals. A report prepared for a consulting civil engineer may not be adequate for a construction contractor or even some other consulting civil engineer. This report was prepared expressly for the client and expressly for purposes indicated by the client or his representative. Use by any other persons for any purpose, or by the client for a different purpose, might result in problems. The client should not use this report for other than its intended purpose without seeking additional geotechnical advice. This geotechnical report is based on project-specific factors This geotechnical engineering report is based on a subsurface investigation which was designed for project-specification factors, including the nature of any development, its size and configuration, the location of any development on the site and its orientation, and the location of access roads and parking areas. Unless further geotechnical advice is obtained this geotechnical engineering report cannot be used: when the nature of any proposed development is changed when the size, configuration location or orientation of any proposed development is modified. This geotechnical engineering report cannot be applied to an adjacent site. Parsons Brinckerhoff Australia Pty Limited ABN Prepared: Approved: Legal Counsel Page of 3

51 Legal Standard Work Practice Limitations of Geotechnical Site Investigation SP-LGL-00 Rev: A The limitations of site investigation In making an assessment of a site from a limited number of boreholes or test pits there is the possibility that variations may occur between test locations. Site exploration identifies specific subsurface conditions only at those points from which samples have been taken. The risk that variations will not be detected can be reduced by increasing the frequency of test locations; however this often does not result in any overall cost savings for the project. The investigation program undertaken is a professional estimate of the scope of investigation required to provide a general profile of the subsurface conditions. The data derived from the site investigation program and subsequent laboratory testing are extrapolated across the site to form an inferred geological model and an engineering opinion is rendered about overall subsurface conditions and their likely behaviour with regard to the proposed development. espite investigation the actual conditions at the site might differ from those inferred to exist, since no subsurface exploration program, no matter how comprehensive, can reveal all subsurface details and anomalies. The borehole logs are the subjective interpretation of subsurface conditions at a particular location, made by trained personnel. The interpretation may be limited by the method of investigation, and can not always be definitive. For example, inspection of an excavation or test pit allows a greater area of the subsurface profile to be inspected than borehole investigation, however, such methods are limited by depth and site disturbance restrictions. In borehole investigation, the actual interface between materials may be more gradual or abrupt than a report indicates. Subsurface conditions are time dependent Subsurface conditions may be modified by changing natural forces or man-made influences. A geotechnical engineering report is based on conditions which existed at the time of subsurface exploration. Construction operations at or adjacent to the site, and natural events such as floods, or groundwater fluctuations, may also affect subsurface conditions, and thus the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept appraised of any such events, and should be consulted to determine if additional tests are necessary. Avoid misinterpretation A geotechnical engineer should be retained to work with other appropriate design professionals explaining relevant geotechnical findings and in reviewing the adequacy of their plans and specifications relative to geotechnical issues. Bore/profile logs should not be separated from the engineering report Final bore/profile logs are developed by geotechnical engineers based upon their interpretation of field logs and laboratory evaluation of field samples. Customarily, only the final bore/profile logs are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings. To minimise the likelihood of bore/profile log misinterpretation, contractors should be given access to the complete geotechnical engineering report prepared or authorised for their use. Providing the best available information to contractors helps prevent costly construction problems. For further information on this matter reference should be made to Guidelines for the Provision of Geotechnical Information in Construction Contracts published by the Institution of Engineers Australia, National Headquarters, Canberra 987. Geotechnical involvement during construction uring construction, excavation is frequently undertaken which exposes the actual subsurface conditions. For this reason geotechnical consultants should be retained through the construction stage, to identify variations if they are exposed and to conduct additional tests which may be required and to deal quickly with geotechnical problems if they arise. Parsons Brinckerhoff Australia Pty Limited ABN Prepared: Approved: Legal Counsel Page of 3

52 Legal Standard Work Practice Limitations of Geotechnical Site Investigation SP-LGL-00 Rev: A Report for benefit of client The report has been prepared for the benefit of the client and no other party. PB assumes no responsibility and will not be liable to any other person or organisation for or in relation to any matter dealt with or conclusions expressed in the report, or for any loss or damage suffered by any other person or organisation arising from matters dealt with or conclusions expressed in the report (including without limitation matters arising from any negligent act or omission of PB or for any loss or damage suffered by any other party relying upon the matters dealt with or conclusions expressed in the report). Other parties should not rely upon the report or the accuracy or completeness of any conclusions and should make their own enquiries and obtain independent advice in relation to such matters. Other limitations PB will not be liable to update or revise the report to take into account any events or emergent circumstances or facts occurring or becoming apparent after the date of the report. Amendment details Revision etails ate By A Original 8/07/08 M Jenkins Parsons Brinckerhoff Australia Pty Limited ABN Prepared: Approved: Legal Counsel Page 3 of 3

53 Appendix E Reactive soil notes

54 Reactive Soils - General esign Precautions These procedures generally apply to masonry residential buildings founded on reactive clay soils. Such soils are prone to shrink/swell movements due to moisture variations (either by natural or artificial causes). It must be accepted that some degree of structural cracking is likely for structures founded on these soils. The basic design philosophy is to minimise any cracking and provide a serviceable structure. It is thus a compromise between economy and performance. The following procedures are supplementary to the foundation recommendations given in the attached report. All surface water runoff must be directed away from the building by appropriate grading in order to prevent ponding near foundations. Site drainage should form part of the building contract. Peripheral pathways, with impermeable underliner, should be provided around the building to improve site drainage and assist in the stabilisation of moisture conditions near foundations. All brickwork should be suitably articulated into discrete units to accommodate the expected movements. Brickwork over doors and windows should be avoided. Internal and external walls should be arranged along straight lines, where possible. All house drains and water pipes should be provided with sufficient flexibility to accommodate the expected differential movements (between foundation and uncovered outside area) at the level of the service. The extension of services through slabs should be avoided where possible in order to prevent hidden leaks under the slab area. Most plumbing fixtures can be arranged to exit through outside walls. Septic systems should be located so as not to influence the house or neighbouring foundations. Subgrades beneath elevated and well ventilated floors should be covered with an impermeable liner (with protective soil blanket) to minimise excessive desiccation. In addition, certain other site management precautions must be adhered to during the life of the structure. These precautions generally relate to the control of abnormal moisture variations due to the effects of drainage and vegetation. Recommendations on site management precautions are contained in the following section. Reactive Soil Notes Page of

55 Reactive Soils - Site Management Precautions These precautions are considered supplementary to any structural and/or foundation design measures for the subject building, and are intended for distribution to the prospective house owner. Reactive clays are prone to heave/shrink movements with changes in soil moisture content due to natural or artificial means. The basic design philosophy employed for the dwelling is to provide a foundation/superstructure adequate to accommodate ground movements due to extreme seasonal moisture changes only. The possibility of other abnormal and/or localised moisture changes (the cause of most housing distress) has been assumed to be controlled by the following site management procedures. Leaking plumbing or blocked drains should be repaired promptly and site grading maintained to prevent ponding near foundations. Garden watering, particularly by fixed systems, should be controlled to avoid over-watering. Proper garden maintenance should produce year round uniform moisture conditions. Trees and some shrubs can cause a substantial drying and shrinking of reactive clays, additional to that experienced in a drought or a long dry spell. This effect is most likely to result in damage when added to the drying effects from a drought or a long dry spell. Trees should be planted at a substantial distance from the house. The distance depends upon the species and soil conditions, but generally a distance equal to 75% of the mature height is a minimum. Problems during a drought can be minimised by extensive pruning (thus reducing water demand) and/or providing trees with adequate water. Frequent moderate watering during dry periods should minimise the risk of the tree extracting excessive moisture from beneath the foundation of the house. This action should also be immediately undertaken by the owner if brickwork cracking due to tree drying is noticed. Most reactive clay failures can be minimised by controlling the combined drying effects of trees and drought. The owner should appreciate that on reactive clays it is virtually impossible to design an economic foundation system that will totally prevent movement. Some minor aesthetic cracking, while undesirable, is likely to occur in a significant proportion of houses. In addition some minor problems should be expected with jamming of windows and doors especially during the settling period or following a major drought and any repairs should be regarded as part of normal house maintenance. Even significant masonry cracking with widths over 3 mm usually has no influence on the function of the wall and only presents an aesthetic problem. Just as it is difficult to design an immovable footing system, it is almost impossible to provide remedial measures that will prevent further movement if distress does occur. Consequently, extreme remedial measures should not be undertaken for minor problems, without further engineering advice. Reference should be made to Appendix A of AS "Residential Slabs and Footings" and CSIRO 0-9 "A Guide to Home Owners on Foundation Maintenance and Footing Performance" for more detailed recommendations regarding esign and Site management precautions. Reactive Soil Notes Page of