Report on Site Classification and Construction Testing

Transcription

1 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 CGS2327 CGS2327 Prepared for Northlakes Pty Ltd C/- McCloy Group 25 August 2014 CGS Cardno Geotech Solutions 1 25 August 2014

2 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Contact Information Cardno (NSW/ACT) Pty Ltd Trading as Cardno Geotech Solutions ABN /5 Arunga Drive Beresfield NSW 2322 PO Box 4224 Edgeworth NSW 2285 Australia Document Information Prepared for Job Reference Northlakes Pty Ltd C/- McCloy Group CGS2327 Project Name Northlakes Estate, Stage 47 File Reference CGS Date 25 August 2014 Telephone: Facsimile: International: geotech@cardno.com.au Document Control Version Date Description of Revision Prepared By Prepared (Signature) Reviewed By Reviewed (Signature) 0 25/08/14 Initial issue BB AM Version Reason for Issue Approved for Release By Approved (Signature) Approved Release Date 0 First issue to client PB 25/08/14 Cardno Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno. This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document. CGS Cardno Geotech Solutions 1 25 August 2014

3 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Table of Contents 1 Introduction 3 2 Site Description 3 3 Earthworks Material Quality Methodology Results of Compaction Testing Lot Fill Pavement Testing 5 4 Investigation Methodology 5 5 Investigation Findings Published Data Subsurface Conditions Laboratory Test Results 7 6 Comments and Recommendations Site Classification Footings 10 7 Conclusions 11 8 Limitations 11 9 References 13 Appendices Appendix A Drawings Appendix B Engineering Logs Appendix C Laboratory Test Results Appendix D COMPACTION TEST REPORTS Appendix E Subgrade and Pavement COmpaction Test Reports and Benkelman beam test results Appendix F CSIRO Information Sheet BTF 18 Tables Table 5-1 Summary of Subsurface Conditions 6 Table 5-2 Summary of Shrink Swell Test Results 8 Table 6-1 General Definition of Site Classes 8 Table 6-2 Recommended Site Classifications 9 CGS Cardno Geotech Solutions 2 25 August 2014

4 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group 1 Introduction This report presents the results of geotechnical investigation and construction testing services undertaken by Cardno Geotech Solutions (CGS) on Stage 47 of the Northlakes Estate development, Cameron Park. Based on drawings prepared by Northorp Consulting Engineers Pty Ltd (under Job No.NL130164), provided by the client, it is understood that the proposed development comprises the following: > Creation of thirty two residential allotments lots 4701 through > Construction of retaining walls along the lot boundaries of Lots 4702 to 4710 and Lots 4721 to > Construction of the proposed internal roads Road 58 (CH0 to 220m), Pegasus Rd (CH171 to 200m), Westa St (CH0 to 96m) and Falster Ridge (CH -50 to 45m). > Construction of a fire trail/access road from eastern end of Falster Ridge to the existing detention basin located along the site south-eastern boundary and along the south-eastern boundary of the site. The report describes the results of construction control testing undertaken during earthworks by CGS throughout Stage 47 earthworks in general accordance with Australian Standard Guidelines for Earthworks on Residential and Commercial Developments [1]. The report includes findings of a geotechnical investigation including a description of surface and subsurface conditions encountered at the site. The report also details investigation requested to provide site classification for the Stage 47 lots in accordance with Australian Standard AS Residential Slabs and Footings [2]. For the purpose of the investigation the following plans were provided: > Precinct 4 Master Plan (dated ) > Lot Regrading and Retaining Walls Plan (reference C47-13-Rev C, dated ) > Earthworks and Tree Clearing Plan (reference C47-12-Rev E, dated ) > Lot Regrade Plan showing final levels prepared by Jamludi Survey Services (Job No , dated 22/07/20214) (reference Rev A, dated ) The work was conducted at the request of Andrew Day by on 18 July Site Description The site is defined as stage 47 of Northlakes Estate, Cameron Park. The site is irregular in shape and is bounded by a strip of undeveloped bushland to the north and east, a creek to the southeast with an inline stormwater basin, undeveloped bushland to the south, future stage 45 to the west (currently uncleared) and future stage 49 to the south west, on which some lots have been prepared. The site is located on the mid to foot slopes of an easterly trending broad flattened spur which abuts a generally north-east southwest ridgeline. Due to this topographic setting, the natural slopes generally vary from sloping to the north-east in the northern site portion (Lots ), generally to the east in the central site portion (Lots 4713 & ) and south-east in the southern site portion (Lots ). Natural slopes across all of these site portions vary in grade from approximately 9-10 in the upper region (west of Vesta St / Pegasus Rd) down to 4-7 in the mid-foot slopes towards the east of site. Earthworks and retaining wall construction has created level building platforms which have altered this natural topography. Surface drainage is expected to flow along natural and constructed contours, ultimately into the constructed stormwater system or natural creeks along the north and north-eastern site boundaries. Subsurface drainage within retained lots would be directed into the retaining wall aggregate drainage. CGS Cardno Geotech Solutions 3 25 August 2014

5 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Most lots were free of vegetation apart from turf and landscaping on the road verges. It was noted that lots and had not been completely cleared, and still contained mature native gums. At the time of fieldwork, all earthworks had been completed with a layer of mulch placed over all lots except those to the west of Vesta St / Pegasus Rd. Main utility lines were installed along the road alignments and pavement infrastructure was all complete. 3 Earthworks Earthworks for the development of stage 47 commenced in March 2014 and were carried out by Keller Civil Engineering (KCE) which included: > The majority of Road 58 (CH0-220m) required filling from CH0 to CH190m to maximum depth of 1.4m with minor cutting of up to 0.9m on the remaining section. > Eastern half of the Peagasus Rd alignment has been constructed on filling of up to 0.7m with the western portion comprising cutting of up to 1.0m. > The majority of the Vesta St alignment and the fire trail/access track required cutting of up to 1.9m with minor filling placed on the south-western portion of the fire trail/access road to depths of 0.9m. > Falster Ridge construction comprised a combination of cutting and filling with the majority of the cutting located within the northern half of the alignment with depths varying up to 1.0m and filling of up to 1.1m within southern portion. > Lots 4701 to 4711, Lots 4726 to 4728 and 4730 to 4732 were subject to filling with depth generally ranging between 0.5m to 1.0 to a maximum depth of 1.5m in Lot Testing was undertaken for all fill placed in accordance with Section 8 of AS [1] as detailed below. 3.1 Material Quality Materials used for filling were sourced from previous stages of the development and also from on-site cut within the road alignments and lots. These fill materials vary, but generally comprised clay material combined with varying quantities of gravel, silt and sand as secondary components. Topsoil fill comprised predominantly sand combined with varying quantities of silt, clay and organic matter 3.2 Methodology Stripping operations were undertaken by removal of topsoil and fill stockpiles to expose the natural in situ soils so that they were generally free of significant organic matter. Natural surfaces within lot fill areas were inspected and proof rolled using a compactor or wheeled construction equipment that was available at the time of inspection. Any remaining soft or unsuitable in-situ material was removed and replaced. Excavated fill materials suitable for reuse along with topsoil were stockpiled for use in adjoining lots. Inspection of stripped surfaces was conducted by a Senior Engineering Geologist from CGS, who also provided advice on suitable methodology in line with the requirements of AS [1] for the earthworks. Regrade operations were undertaken by placing layers of approximately 200 mm to 300 mm thickness and compacting to specified limits. Compacted fill layers were then tested for compaction in accordance with the guidelines indicated in AS [1]. Compaction criteria are outlined in Table 5.1 AS [1]. As outlined in Item 1 of Table 5.1, minimum relative compaction of 95% standard compaction was adopted as the appropriate compaction criteria for the residential lot fill housing sites. CGS Cardno Geotech Solutions 4 25 August 2014

6 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Fill was tested in accordance with Table 8.1 Frequency of Field Density Tests for Type 1 Large Scale Operations AS3798 [1]. Placement and compaction of fill was undertaken by the contractor with Cardno Geotech Solutions site personnel providing onsite inspection and testing services during earthworks activities on an as-needed basis. The compaction criteria for testing of road subgrade and pavement layers were adopted from the requirements of Lake Macquarie City Council Engineering Guidelines - Part 2, Construction Specifications [3]. 3.3 Results of Compaction Testing Lot Fill Earthworks regrade including the construction of retaining walls and benching to achieve level building platforms within Lots , Lots 4726 to 4728 and 4730 to 4732 was carried out. Results of compaction testing of regrade areas undertaken by CGS indicate that the filling operations have satisfied the compaction criteria for controlled fill as defined in Clause of AS [2]. A total of thirty-six (36) lot fill compaction tests for stage 47 are included in this report. All testing has either met or exceeded the specification adopted of 95% standard compaction at moisture contents generally 85%- 115% of SOMC at the time of placement. It is noted that test numbers 28, 92 and 94 achieved between 83-85% moisture which is marginally under specification; however, these minor exceedances are not considered adverse. Compaction results are shown on NATA accredited test certificates, attached in Appendix D Pavement Testing A total of forty-six (46) compaction tests (including retests) were undertaken during the construction of roads within stage 47 including: > Twenty-one (21) subgrade tests > Thirteen (13) sub-base tests; and > Twelve (12) basecourse tests. Benkelman beam testing was conducted on the basecourse pavement layer as required by the Lake Macquarie City Council Engineering Guidelines - Part 2, Construction Specifications [3] with the results meeting or exceeding the requirements of the specification. Benkelman beam test results are attached in Appendix E. Testing was undertaken to meet the requirements of Lake Macquarie City Council Engineering Guidelines - Part 2, Construction Specifications [3] which specifies a relative compaction of not less than 100% standard compaction for subgrade, 95% modified compaction for sub-base and 98% modified for basecourse. All testing for subgrade and pavement materials has either met or exceeded the specification in Lake Macquarie City Council Engineering Guidelines - Part 2, Construction Specifications [3]. NATA accredited field density testing reports for subgrade and pavement test results are attached in Appendix E 4 Investigation Methodology Field Investigations were undertaken on the 31 July 2014 and comprised the excavation of twenty five (25) test bores (TB001-TB025) using a posi-track machine with a 300 mm hydraulic auger. Test bores were advanced to a target depth of 2 m where possible, with the majority of the test bores with the exception of TB001,TB006-TB009, TB0012-TB014, TB020 and TB22-TB23 refusing prior due to the presence of weathered rock. Dynamic cone penetrometer (DCP) tests were conducted adjacent to the test bores to aid in the assessment of the in-situ strength conditions. Thin wall tube (50 mm diameter) and disturbed samples of selected materials from the bores were collected for subsequent laboratory testing. CGS Cardno Geotech Solutions 5 25 August 2014

7 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group All fieldwork including logging of subsurface profiles and collection of samples were carried out by a Geotechnical Scientist from CGS. Test bores were located by reference to site features and the marked allotment boundaries as shown on drawing CGS d1 and are attached in Appendix A. Subsurface conditions are summarised in Table 5-1 below and detailed in the test bore engineering logs attached in Appendix B together with explanatory notes. Laboratory testing on selected samples recovered during fieldwork comprised shrink swell tests carried out on thin wall tube (50 mm diameter) samples of the natural and filling clays encountered at the site to measure soil volume change over an extreme soil moisture content range. Results of laboratory testing are detailed in the report sheets attached in Appendix C and summarised in Section Investigation Findings 5.1 Published Data Reference to Newcastle Coalfield Regional Geology Geological Series Sheet 9231 Ed [4] indicates that the site is underlain by the Boolaroo Subgroup which is known to contain sandstone, conglomerate, siltstone, coal and tuff rock types and residual soils derived from the weathering of these rocks. 5.2 Subsurface Conditions The subsurface conditions encountered in the test bores excavated across the site are detailed on the report log sheets, and attached in Appendix B together with explanatory notes. The subsurface profile varied significantly across site and can be generally summarised as: > Northern retained/benched lots ( ) - Fill ranging from 0.25 m up to 1.50 m overlying natural silty or sandy clay overlying siltstone; > Central retained/benched lots ( ) - Fill ranging from 0.6 m up to 1.1 m overlying silty clay overlying siltstone; > Southern natural lots ( ) - Natural topsoil overlying clayey sands overlying sandy or sandy silty clays overlying shallow siltstone/sandstone; > Western natural lots ( ) - Natural topsoil overlying silty clay; overlying siltstone/lignite; and > Central natural lots ( ) Natural topsoil overlying clayey or gravelly sand overlying silty or sandy silty clay overlying siltstone or sandstone. A summary of the subsurface conditions encountered across site is presented below in Table 5-1. Table 5-1 Test bore/tb Summary of Subsurface Conditions Lot number Fill/ topsoil (m) Test bore depth (m) Summary of subsurface profile Clayey Silty SAND (FILL) / Sandy Clayey GRAVEL (FILL) / Sandy Silty CLAY (FILL) / Silty CLAY (FILL) / Silty CLAY Clayey SAND (FILL) / Gravelly Sandy CLAY (FILL) / Sandy CLAY (FILL) / Silty CLAY (FILL) / Gravelly Clayey SAND Sandy CLAY (FILL) / Sandy Gravelly CLAY (FILL) / Silty CLAY Sandy CLAY (FILL) / Sandy Gravelly CLAY (FILL) / Silty CLAY (FILL) / Sandy CLAY Lot feature Benched Benched Retained Retained CGS Cardno Geotech Solutions 6 25 August 2014

8 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Test bore/tb Lot number Fill/ topsoil (m) Test bore depth (m) Summary of subsurface profile Lot feature Silty SAND (FILL) / Gravelly Sandy CLAY (FILL) / Silty CLAY Silty SAND (FILL) / Gravelly Sandy CLAY (FILL) / Silty CLAY / SILTSTONE Sandy Silty CLAY (FILL) / Gravelly Silty CLAY (FILL) / Silty CLAY / SILTSTONE Sandy Silty CLAY (FILL) / Gravelly Sandy CLAY (FILL) / Clayey SAND / Silty CLAY / SILTSTONE Silty Clayey SAND (FILL) / Sandy Clayey GRAVEL (FILL) / Silty CLAY / SILTSTONE / Silty Clayey SAND (FILL) / Clayey SAND / SILTSTONE Retained Retained Retained Retained Retained Benched Silty SAND (TOPSOIL) / SILTSTONE Natural / Silty Clayey SAND (TOPSOIL) / Silty CLAY Natural / Silty Clayey SAND (TOPSOIL) / Silty CLAY / Silty CLAY Natural / Silty Clayey SAND (TOPSOIL) / Silty CLAY Natural / Silty SAND (TOPSOIL) / Clayey SAND / Silty Sandy CLAY / SILTSTONE / Silty SAND (TOPSOIL) / Gravelly Clayey SAND / Sandy Silty CLAY / Silty SAND (TOPSOIL) / Clayey SAND / Gravelly Sandy CLAY / Silty Sandy CLAY / SILTSTONE Silty SAND (FILL) / Sandy Gravelly CLAY / Silty CLAY / SILTSTONE Natural Natural Retained on eastern boundary Retained Silty SAND (FILL) / Silty CLAY / SILTSTONE Retained Silty Clayey SAND (FILL) / Clayey SAND (FILL) / Silty CLAY Silty Clayey SAND (FILL) / Silty CLAY (FILL) / Clayey SAND / Silty CLAY / SILTSTONE Silty Clayey SAND (FILL) / Sandy Silty CLAY (FILL) / Silty CLAY Silty Clayey Sand (FILL) / Gravelly Sandy CLAY (FILL) / Sandy Silty CLAY (FILL) / Silty CLAY / Silty SAND / Clayey SAND / Sandy CLAY / SANDSTONE / Clayey SAND (TOPSOIL) / Clayey SAND / SANDSTONE Notes: Bold indicates natural topsoil Retained Retained Retained Benched Natural Natural No groundwater or seepage was encountered in the test bores at the time of the fieldwork, it should be noted that the groundwater levels are likely to fluctuate with variations in climatic and site conditions. 5.3 Laboratory Test Results The results of the laboratory shrink swell tests undertaken on samples of the clay soils encountered during the investigation are detailed on the laboratory test report sheets attached in Appendix C and are summarised below in Table 5-2. CGS Cardno Geotech Solutions 7 25 August 2014

9 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Table 5-2 Summary of Shrink Swell Test Results Test Bore/TB Depth (m) Soil Type Esw (%) Esh (%) Iss (%) Sandy CLAY (FILL) Gravelly Sandy CLAY (FILL) Silty CLAY Silty CLAY Sandy Gravelly CLAY Silty CLAY Silty CLAY Gravelly Sandy CLAY (FILL) Notes Esw: Swelling strain Esh: Shrinkage strain Iss: Shrink swell Index The results of the shrink swell tests summarised in Table 5-2 indicated that the tested fill materials are slightly reactive with natural clays range from slightly to moderately to highly reactive. 6 Comments and Recommendations 6.1 Site Classification Australian Standard AS [2] establishes performance requirements and specific designs for common foundation conditions as well as providing guidance on the design of footing systems using engineering principles. Site classes as defined on Table 2.1 and 2.3 of AS 2870 are presented on Table 6-1 below. Table 6-1 General Definition of Site Classes Site Class A S M H1 H2 E Foundation Most sand and rock sites with little or no ground movement from moisture changes Slightly reactive clay sites, which may experience only slight ground movement from moisture changes Moderately reactive clay or silt sites, which may experience moderate ground movement from moisture changes Highly reactive clay sites, which may experience high ground movement from moisture changes Highly reactive clay sites, which may experience very high ground movement from moisture changes Extremely reactive sites, which may experience extreme ground movement from moisture changes Characteristic Surface Movement 0 20 mm mm mm mm > 75 mm A to P Filled sites (refer to clause of AS 2870) P Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise. CGS Cardno Geotech Solutions 8 25 August 2014

10 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Reactive sites are sites consisting of clay soils that swell on wetting and shrink on drying, resulting in ground movements that can damage lightly loaded structures. The amount of ground movement is related to the physical properties of the clay and environmental factors such as climate, vegetation and watering. A higher probability of damage can occur on reactive sites where abnormal moisture conditions occur, as defined in AS 2870, due to factors such as: > Presence of trees on the building site or adjacent site, removal of trees prior to or after construction, and the growth of trees too close to a footing. The proximity of mature trees and their effect on foundations should be considered when determining building areas within each allotment (refer to AS 2870); > Failure to provide adequate site drainage or lack of maintenance of site drainage, failure to repair plumbing leaks and excessive or irregular watering of gardens; > Unusual moisture conditions caused by removal of structures, ground covers (such as pavements), drains, dams, swimming pools, tanks etc. In regard to the performance of footings systems, AS 2870 [2] states: footing systems designed and constructed in accordance with this Standard on a normal site (see Clause 1.3.2) that is: (a) not subject to abnormal moisture conditions; and (b) maintained such that the original site classification remains valid and abnormal moisture conditions do not develop; are expected to experience usually no damage, a low incidence of damage category 1 and an occasional incidence of damage category 2. Damage categories are defined in Appendix C of AS 2870, which is reproduced in CSIRO Information Sheet BTF 18, Foundation Maintenance and Footing Performance: A Homeowner s Guide, attached in Appendix F The laboratory shrink swell test results summarised in Table 5-2 indicate that the tested fill materials are slightly reactive, with I ss values in the range of 0.4% to 1.6% and the tested residual soils are slightly to moderately reactive with I ss values in the range of 1.0% to 4.0%. The fill depth plan (attached in Appendix A) indicates that filling across Stage 47 was limited to Lots 4701 to 4711, Lots 4726 to 4728 and 4730 to 4732 with depth generally ranging between 0.5m to 1.0 to maximum depth of 1.5m in Lot The fill depths were confirmed during field investigation in test bores drilled within lot boundaries. As specified in AS Clause 2.5.3, the classification of sites with controlled fill of depths greater than 0.4m (deep fill) comprising of material other than sand would be Class P. However an alternative classification may be given to the site with consideration to controlled fill. Based on the subsurface profiles encountered during the previous and current investigation, laboratory shrink swell test results and in accordance with the AS [2] the lots in their existing condition and in the absence of abnormal moisture conditions would be classified as detailed in Table 6-2. Table 6-2 Recommended Site Classifications Lot Numbers Site Classification Approximate Range of Characteristic Surface Movement 4701 to 4712 Class M, Moderately Reactive 23-39mm 4713 to 4716 Class H1, Highly Reactive 45-48mm 4717 to 4732 Class M, Moderately Reactive 20-35mm The above classifications assume that all foundations are founded below any topsoil/fill (topsoil) and within the controlled fill or the natural soil profile. As noted in Section 2, mature vegetation was noted within Lots and In consideration of the site conditions and Clause of AS [2], the presence of the vegetation at the site may be considered to result in abnormal moisture conditions at the site. If trees are removed within the building area and surrounding trees within the distances as indicated in Appendix B of AS and sufficient CGS Cardno Geotech Solutions 9 25 August 2014

11 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group time is allowed for the soil moisture to re-equilibrate, the foundation design could then be based on the classifications noted above for the site in the absence of abnormal moisture conditions. The classification assumes that trees are removed within the building area and surrounding trees within the distances as indicated in Appendix B of AS [2] and sufficient time is allowed for the soil moisture to re-equilibrate. It should be appreciated that the site classifications provided above are based on test bores and laboratory testing of multiple layers over the depth of total soil suction change in the soil profile (1.8 m). It should be noted that individual lot development can include other geotechnical studies and care should be taken that single laboratory results are not allocated to the full depth of the soil profile, as biased site classifications can result. Similarly there is the potential for dissimilar founding conditions encountered across individual lots, i.e. shallow rock and site clays. Footings for the support of proposed structures should be uniformly founded in material of similar composition and consistency. The site classifications and footing recommendations provided are for the site conditions present at the time of fieldwork. The site classifications may need to be reviewed if any other site works are undertaken, including: > Changes to the existing soil profile by cutting and filling; > Landscaping, including trees removed or planted in the general building area; and > Alterations to drainage and watering systems. Designs and design methods presented in AS [2] are based on the performance requirement that significant damage can be avoided provided that site conditions are properly maintained. Performance requirements and foundation maintenance are outlined in Appendix B of AS The above site classification assumes that the performance requirements as set out in Appendix B of AS 2870 are acceptable and that site foundation maintenance is undertaken to avoid extremes of wetting and drying. Details on appropriate site and foundation maintenance practices are presented in Appendix B of AS and in CSIRO Information Sheet BTF 18, Foundation Maintenance and Footing Performance: A Homeowner s Guide, which is attached in Appendix F of this report along with Australian Geoguide (LR8) Hillside Construction Practice. Adherence to the detailing requirement outlined in Section 5 of AS is essential, in particular Section 5.6 Additional requirements for Classes M, H1, H2 and E sites, including architectural restrictions, plumbing and drainage requirements. 6.2 Footings All footings should be designed and constructed in accordance with AS [2] with reference to the site classifications as presented in Table 6-2 of this report. All footings should be founded in bedrock (if encountered) stiff or better residual soil or in controlled fill. All footings for the same structure should be founded on strata of similar stiffness and reactivity to minimise the risk of differential movements including the provision of piering and any articulation incorporated into the design. The founding soils shall be assessed by a geotechnical consultant or experienced engineer to confirm suitable conditions. High-level footing alternatives could be expected to comprise slabs on ground with edge beams or pad footings for the support of concentrated loads. Such footings designed in accordance with engineering principles and founded in stiff or better natural clays or in controlled fill may be proportioned on an allowable bearing capacity of 100 kpa. Design of footings (and slabs) should take into account the potential for differential movement as a result of the regrade to level lots Piered footings are considered as an alternative to deep edge beams or high level footings. It is suggested that piered footings, founded in stiff or better clay soils, medium dense or better sands or controlled fill could be proportioned on a minimum end bearing pressure of 100 kpa. Piered footing founded in bedrock may be proportioned on a minimum end bearing pressure of 250kPa. CGS Cardno Geotech Solutions August 2014

12 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Where piered footings are utilised, the potential for volume change in the subsurface profile should be taken into considered by the designer. Piering details will also need to consider the position of retaining walls and supporting no fines concrete drainage. Inspection of all high level and pier footings excavations should be undertaken by CGS or a qualified geotechnical consultant to confirm that the founding conditions exposed are consistent with the findings of this report. The excavations base should be cleared of fall-in prior to the formation of the footing. 7 Conclusions Earthworks for Northlakes Estate Stage 47 have been undertaken in accordance with guidelines in AS [1]. Fill material for the lots was tested at the frequency specified in Table 8.1 Type 1 (large scale operations) from AS [1]. Placement and compaction of fill was tested by CGS personnel, who provided onsite inspection, testing and monitoring during earthworks under direction of the Site Supervisor. The fill placed in the lots can be classified as controlled fill in accordance with Section of AS [2]. Subgrade and pavement compaction meets or exceeds the requirements set out in. Lake Macquarie City Council Engineering Guidelines - Part 2, Construction Specifications [3]. The investigation revealed a variable subsurface profile but regrade lots generally comprised Silty/Sandy/Gravelly clay fill overlying natural sandy or silty clays sitting above deep weathered siltstone and sandstone. Undisturbed lots consisted of sandy topsoils overlying sandy and silty clays above weathered siltstone and sandstone which was often shallow. Based on the regrading plan provided, it is understood that some lots comprise filling of up to 1.5m. As specified in AS [2] the classification of sites with deep controlled fill (greater than 0.4 m for material other than sand) is Class P; however an alternative classification has been given to the lots with consideration of the fill being placed as controlled fill in accordance with section of AS [2], and to long term moisture equilibrium conditions of the controlled fill profile. Site classifications for allotments in Stage 47 are shown in Table 6-2 and range from Class M moderately reactive to Class H1 highly reactive, in accordance with AS [2] and in the absence of abnormal moisture conditions. The site classifications assume that all foundations are founded below any topsoil and on the controlled fill or the natural soil profile. The above site classification also assumes that adequate time will be allowed for the soil moisture to re-equilibrate following the removal of the mature trees observed within Lots and Limitations Cardno Geotech Solutions (CGS) have performed investigation and consulting services for this project in general accordance with current professional and industry standards. The extent of testing was limited to discrete test locations and variations in ground conditions can occur between test locations that cannot be inferred or predicted. A geotechnical consultant or qualified engineer shall provide inspections during construction to confirm assumed conditions in this assessment. If subsurface conditions encountered during construction differ from those given in this report, further advice shall be sought without delay. CGS Cardno Geotech Solutions August 2014

13 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group Cardno Geotech Solutions, or any other reputable consultant, cannot provide unqualified warranties nor does it assume any liability for the site conditions not observed or accessible during the investigations. Site conditions may also change subsequent to the investigations and assessment due to ongoing use. This report and associated documentation was undertaken for the specific purpose described in the report and shall not be relied on for other purposes. This report was prepared solely for the use by Northlakes Pty Ltd C/- McCloy Group and any reliance assumed by other parties on this report shall be at such parties own risk. CGS Cardno Geotech Solutions August 2014

14 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group 9 References [1] Australian Standard AS , "Guidelines on Earthworks for Commercial and Residential Structures," Standards Australia, [2] Australian Standard AS , "Residential Slabs and Footings," Standards Australia, [3] LMCC Engineering Guidelines - Part 2, "Construction Specification," Lake Macquarie City Council, September [4] Newcastle Coalfield Regional Geology. Edition 1., Department of Mineral Resources, CGS Cardno Geotech Solutions August 2014

15 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX A DRAWINGS CGS Cardno Geotech Solutions August 2014

16 NOTES: Drawing adapted from Northrop earthworks and tree clearing plan, ref 'C47-12' revision E dated LEGEND: Approximate test pit locations and numbers SITE TB009 TB008 TB007 TB011 TB010 TB006 TB005 TB004 TB002 TB003 TB012 TB017 TB001 TB018 TB019 TB013 TB020 TB021 TB016 TB022 TB014 TB025 TB023 TB024 TB015 DRAWING TITLE: PROJECT NAME: SITE LOCATION: TESTBORE LOCATION PLAN SITE CLASSIFICATION STAGE 47, NORTHLAKES ESTATE, CAMERON PARK CLIENT: PROJECT NO: DRAWING NO: FILE REF: Northlakes Pty Ltd C/- McCloy Group CGS d1 DRAWN BY: BB OFFICE: 4/5 Arunga Drive, Beresfield NSW 2322 DATE: 11 August 2014 CHECKED BY:

17 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX B ENGINEERING LOGS CGS Cardno Geotech Solutions August 2014

18 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB001 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Clayey Silty SAND, fine to coarse grained, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 6 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M 0.25m Sandy Clayey GRAVEL, fine to coarse, brown mottled orange, trace cobbles 4 M m FILL, Sandy Silty CLAY, low to medium plasticity, brown mottled orange, with gravel R Not Encountered 1.00m D 1.0 MC > PL GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.30m 1.50m 2.00m FILL, Silty CLAY, medium plasticity, brown, with sand, trace coal Silty CLAY, low to medium plasticity, mottled brown and grey, with sand, trace organics Testbore TB001 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense MC > PL St - VSt CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB001 Page 1 OF 1

19 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB002 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components Clayey SAND, fine to medium grained, dark brown, trace organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 10 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.25m FILL, Gravelly Sandy CLAY, medium to high plasticity, brown, trace cobbles 3 MC > PL m FILL, Sandy CLAY, medium plasticity, dark brown mottled orange and grey, with fine to coarse gravel, trace cobbles 4 8 Not Encountered MC > PL m U50 16 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.20m 1.50m 1.80m FILL, Silty CLAY, medium plasticity, brown mottled orange & grey, with sand Gravelly Clayey SAND, fine to coarse grained, brown mottled orange Testbore TB002 terminated at 1.80 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC = PL D - M VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense MD - D CARDNO GEOTECH SOLUTIONS EL VL L M H VH EH ROCK STRENGTH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB002 Page 1 OF 1

20 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB003 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Sandy CLAY, low to medium plasticity, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 4 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.25m FILL, Sandy Gravelly CLAY, low plasticity, grey mottled orange, fine to medium gravel, trace cobbles 6 R 0.40m U Not Encountered MC > PL 1.0 difficult to penetrate GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.20m 1.70m Silty CLAY, medium to high plasticity, mottled orange & brown, trace roots & root fibres Testbore TB003 terminated at 1.70 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS St ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB003 Page 1 OF 1

21 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB004 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Sandy CLAY, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations 4 MC > PL 0.25m FILL, Sandy Gravelly CLAY, low plasticity, grey mottled orange, trace cobbles MC > PL 9 Not Encountered 0.70m FILL, Silty CLAY, medium plasticity, brown mottled grey & red, trace sand, trace root fibres MC > PL m Sandy CLAY, low plasticity, brown mottled grey & red, with fine to medium gravel MC = PL H R GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m Testbore TB004 terminated at 1.50 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB004 Page 1 OF 1

22 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB005 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty SAND, fine to medium grained, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 3 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations DCP at surface (blows/150) 3,4,5,3,4,5,3,4,4,14,6,6,8,8 M 0.25m FILL, Gravelly Sandy CLAY, medium plasticity, pale brown mottled orange & grey, trace organics Not Encountered MC > PL GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.20m 1.50m Silty CLAY, medium plasticity, brown-grey mottled orange, with sand, trace fine gravel Testbore TB005 terminated at 1.50 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS St - H EL VL L M H VH EH 4 14 ROCK STRENGTH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB005 Page 1 OF 1

23 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB006 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty SAND, fine to coarse grained, dark brown, with organics, trace clay (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) 100 M 0.25m FILL, Gravelly Sandy CLAY, low plasticity, pale brown mottled red & grey, trace cobbles 0.70m U50 MC > PL Not Encountered STRUCTURE & Other Observations GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D 1.70m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.20m 1.40m 1.60m 1.80m Silty CLAY, medium to high plasticity, brown mottled orange, with sand, trace organics Silty CLAY, low plasticity, pale grey-white, friable SILTSTONE, pale grey-white Testbore TB006 terminated at 1.80 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL MC = PL VSt - VSt CARDNO GEOTECH SOLUTIONS XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense St EL ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB006 Page 1 OF 1

24 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB007 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Sandy Silty CLAY, low plasticity, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations m D M - W m FILL, Gravelly Silty CLAY, medium plasticity, grey-brown mottled orange, with sand, trace cobbles MC > PL 6 10 Not Encountered m Silty CLAY, medium to high plasticity, brown mottled orange, trace organics 8 9 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.80m 2.00m Same as above, becoming pale brown mottled orange SILTSTONE, pale grey-white Testbore TB007 terminated at 2.00 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense VSt - H CARDNO GEOTECH SOLUTIONS EL EL VL L M H VH EH R ROCK STRENGTH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB007 Page 1 OF 1

25 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB008 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Sandy Silty CLAY, low plasticity, dark brown, with organics (tosoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations W 0.25m FILL, Gravelly Sandy CLAY, medium plasticity, pale brown-grey mottled orange, trace cobbles 0.5 MC > PL 0.70m Clayey SAND, fine to medium grained, dark brown, trace organics M MD Not Encountered 1.00m U m Silty CLAY, medium to high plasticity, brown mottled red, trace sand & root fibres GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.90m 2.00m Same as above, becoming pale brown-yellow becoming friable SILTSTONE, pale grey-yellow Testbore TB008 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL St - VSt CARDNO GEOTECH SOLUTIONS XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense EL ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB008 Page 1 OF 1

26 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB009 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to medium grained, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING M CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 7 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations 0.20m FILL, Sandy Clayey GRAVEL, fine to coarse, brown-grey mottled orange, with cobbles M 17 Not Encountered 0.80m 19 Silty CLAY, medium to high plasticity, brown-grey mottled orange, trace organics MC > PL VSt m Silty CLAY, low to medium plasticity, pale grey-white 11 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.30m 1.50m SILTSTONE, pale grey-white Testbore TB009 terminated at 1.50 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC = PL CARDNO GEOTECH SOLUTIONS XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense VSt EL EL VL L M H VH EH 12 R ROCK STRENGTH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB009 Page 1 OF 1

27 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB010 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to medium grained, dark brown, with organics MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.25m Not Encountered 0.30m D Clayey SAND, fine to coarse grained, orange-brown, trace organics 0.5 M MD 0.70m SILTSTONE, pale grey-white DW EL - L 0.80m Testbore TB010 terminated at 0.80 m Refusal 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB010 Page 1 OF 1

28 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB011 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS Not Encountered SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL 0.20m MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty SAND, fine to coarse grained, dark brown mottled orange, trace organics SILTSTONE, pale grey-white MOISTURE / WEATHERING D - M CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations XW - DW EL - VL 0.35m Testbore TB011 terminated at 0.35 m Refusal GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB011 Page 1 OF 1

29 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB012 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL 0.10m MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty Clayey SAND, brown, with roots & root fibres Silty CLAY, medium to high plasticity, brown-grey mottled orange, trace roots MOISTURE / WEATHERING D CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 4 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations 3 Same as above, becoming grey-brown MC = PL F - St m Silty CLAY, low to medium plasticity, grey-brown, trace rock fragments m U Not Encountered 1.0 Same as above, becoming dark red-brown MC < PL St - H R GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m 1.80m 2.00m Silty CLAY, low to medium plasticity, pale grey Silty CLAY, low plasticity, brown-black (carbonaceous) Testbore TB012 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC < PL MC < PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS St - H St ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB012 Page 1 OF 1

30 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB013 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty Clayey SAND, brown, with roots & root fibres MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations D 0.20m Silty CLAY, medium to high plasticity, brown-grey mottled orange, trace roots 0.5 MC < PL St Not Encountered m Silty CLAY, medium plasticity, white-pale grey MC < PL St - VSt 1.10m Silty CLAY, low plasticity plasticity, pale grey to white (interbedded carbonaceous clay layers) GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 2.00m Testbore TB013 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY CARDNO GEOTECH SOLUTIONS XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense St ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB013 Page 1 OF 1

31 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB014 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty Clayey SAND, fine to medium grained, grey-brown, with roots MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 4 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M 0.25m Silty CLAY, medium to high plasticity, brown mottled orange, trace sand 3 MC > PL F - St 0.40m Silty CLAY, low to medium plasticity, pale grey MC > PL St 29 R 0.70m Silty CLAY, low plasticity, grey-brown, trace sand, trace rock fragments 0.80m D Not Encountered 1.0 MC < PL St 1.10m Silty CLAY, low plasticity, dark brown-black (carbonaceous) MC < PL St GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.30m 1.90m 2.00m Silty CLAY, low plasticity, pale-grey-white Silty CLAY, low plasticity, dark brown-black (carbonaceous) Testbore TB014 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC < PL MC < PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS VSt St ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB014 Page 1 OF 1

32 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB015 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty SAND, fine to coarse grained, brown, with organics MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M m Clayey SAND, fine to coarse grained, brown mottled orange 4 Not Encountered M MD m Silty Sandy CLAY, low to medium plasticity, mottled orange & grey & brown, fine grained sand MC > PL St 7 R 0.80m D 0.70m 0.75m SILTSTONE, pale grey-white Testbore TB015 terminated at 0.75 m Refusal XW EL 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB015 Page 1 OF 1

33 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB016 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty SAND, fine to coarse grained, brown, with organics MOISTURE / WEATHERING M CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations 0.10m Gravelly Clayey SAND, fine to coarse, brown & orange, trace cobbles, trace roots D - M MD - D 0.40m D 0.5 Not Encountered 0.60m Sandy Silty CLAY, low plasticity, grey white mottled orange, trace rock fragments, trace cobbles 1.0 MC = PL St - VSt GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.40m becoming fine grained sandstone Testbore TB016 terminated at 1.40 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB016 Page 1 OF 1

34 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB017 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Silty SAND, fine to coarse grained, brown, with organics MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M 0.20m Clayey SAND, fine to coarse grained, grey-brown mottled orange, with fine to medium gravel, trace roots Not Encountered 0.40m U m Sandy Gravelly CLAY, brown mottled orange, trace roots D MD D St - VSt 0.70m Silty Sandy CLAY, low plasticity, white-pale grey D VSt 0.80m SILTSTONE, white- pale grey XW EL - VL 0.90m Testbore TB017 terminated at 0.90 m 1.0 Refusal GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB017 Page 1 OF 1

35 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB018 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty SAND, fine to medium grained, brown, with clay (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W m FILL, Sandy Gravelly CLAY, low to medium plasticity, dark brown, with cobbles 7 12 MC > PL Not Encountered 0.5 same as above, no cobbles m 14 Silty CLAY, medium plasticity, brown-grey mottled orange, trace sand & root fibres MC = PL H m SILTSTONE, pale grey-white 15 XW EL 10 R 1.20m Testbore TB018 terminated at 1.20 m GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB018 Page 1 OF 1

36 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB019 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL 0.10m MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty SAND, fine to coarse grained, with organics (topsoil fill) FILL, Silty SAND, fine to coarse grained, trace root fibres & gravel MOISTURE / WEATHERING M CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M Not Encountered m U m Silty CLAY, medium to high plasticity, brown-grey mottled orange, with sand, trace gravel & organics MC = PL St - VSt 1.00m D m 1.00m SILTSTONE, pale grey-white Testbore TB019 terminated at 1.00 m XW EL Refusal GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB019 Page 1 OF 1

37 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB020 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to medium grained, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER 3 HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.25m FILL, Clayey SAND, fine to coarse grained, brown mottled orange and grey, with gravel, trace cobbles m D 0.5 boulder encountered M 6 R Not Encountered m Silty CLAY, medium plasticity, brown mottled orange and grey, with sand, trace gravel GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 2.00m Testbore TB020 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense MC > PL St - VSt CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB020 Page 1 OF 1

38 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB021 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to medium grained, dark brown, with organics (topsoil fill) MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.20m 0.30m FILL, Silty Clayey SAND, fine to medium grained, pale brown-orange, with gravel FILL, Silty CLAY, medium to high plasticity, brown mottled orange, with sand M - W 0.50m D 0.5 MC > PL Not Encountered 0.70m Clayey SAND, fine to coarse grained, grey mottled orange, trace gravel M MD 0.90m U m Silty CLAY, medium to high plasticity, brown-grey mottled orange, with sand MC > PL St - VSt GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.40m 1.50m SILTSTONE, pale grey-white Testbore TB021 terminated at 1.50 m Refusal SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY CARDNO GEOTECH SOLUTIONS XW VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense EL ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB021 Page 1 OF 1

39 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB022 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to coarse grained, dark brown, trace gravel MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations 4 M 0.25m FILL, Sandy Silty CLAY, medium to high plasticity, with gravel, trace cobbles MC > PL 11 6 Not Encountered m Silty CLAY, medium to high plasticity, dark brown mottled orange, with sand, trace root fibres MC > PL St m Silty CLAY, medium plasticity, orange mottled brown, GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.40m 2.00m Silty CLAY, low plasticity, pale grey-yellow same as above, with rock fragments Testbore TB022 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY MC > PL St - VSt MC = PL VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense VSt - H CARDNO GEOTECH SOLUTIONS EL VL L M H VH EH R ROCK STRENGTH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB022 Page 1 OF 1

40 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB023 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty Clayey SAND, fine to coarse grained, dark brown, trace gravel MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M 0.25m FILL, Gravelly Sandy CLAY, medium to high plasticity, brown mottled orange, trace cobbles MC > PL m FILL, Sandy Silty CLAY, medium to high plasticity, brown mottled orange, trace cobble MC > PL Not Encountered m Silty CLAY, fine to coarse grained, medium plasticity, brown-orange mottled grey, with sand GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : m D WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 2.00m Testbore TB023 terminated at 2.00 m Target depth SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense MC = PL St - VSt CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB023 Page 1 OF 1

41 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB024 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components FILL, Silty SAND, fine to coarse grained, dark brown, with organics MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations M - W 0.15m Not Encountered 0.30m Clayey SAND, fine to medium grained, grey Sandy CLAY, low to medium plasticity M - W MD MC > PL St m SANDSTONE, fine grained, pale grey-white XW - DW EL - VL 0.60m Testbore TB024 terminated at 0.60 m Refusal 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB024 Page 1 OF 1

42 CLIENT : Northlakes Pty Ltd C/- McCloy Group PROJECT : Site Classification LOCATION : Northlakes Estate, Stages 47 EQUIPMENT TYPE : Posi-track DATE EXCAVATED : 31/7/14 LOCATION : See Drawing for location TESTBORE LOG METHOD : 300 mm hydraulic auger LOGGED BY : BB HOLE NO : TB025 PROJECT REF : CGS2327 SHEET : 1 OF 1 CHECKED BY : AM GROUND WATER LEVELS SAMPLES & FIELD TESTS DEPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL DESCRIPTION Soil Type, plasticity or particle characteristic, colour Rock Type, grain size, colour Secondary and minor components TOPSOIL, Clayey SAND, fine to medium grained, brown MOISTURE / WEATHERING CONSISTENCY / REL DENSITY / ROCK STRENGTH DYNAMIC PENETROMETER HAND PENETRO- METER (kpa) STRUCTURE & Other Observations Not Encountered D - M 0.30m 0.35m SANDSTONE, fine grained, pale grey-white Testbore TB025 terminated at 0.35 m Refusal XW - DW EL - VL GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2327_NORTHLAKES_ESTATE_STAGE 47 & 42B.GPJ 25/08/ : WATER / MOISTURE D - Dry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIELD TESTS U D ES B SPT HP - Undisturbed Sample - Disturbed Sample - Environmental sample - Bulk Disturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE DENSITY VL - Very Loose L - Loose MD - Medium Dense D - Dense VD - Very Dense CARDNO GEOTECH SOLUTIONS ROCK STRENGTH EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW DW SW FR - Residual soil - Extremely weathered - Distinctly weathered - Slightly weathered - Fresh rock File: CGS2327 TB025 Page 1 OF 1

43 Explanatory Notes The methods of description and classification of soils and rocks used in this report are based on Australian Standard 1726 Geotechnical Site Investigations Code. Material descriptions are deduced from field observation or engineering examination, and may be appended or confirmed by in situ or laboratory testing. The information is dependent on the scope of investigation, the extent of sampling and testing, and the inherent variability of the conditions encountered. Subsurface investigation may be conducted by one or a combination of the following methods. Method Test Pitting: excavation/trench BH Backhoe bucket EX X Excavator bucket Existing excavation Natural Exposure: existing natural rock or soil exposure Manual drilling: hand operated tools HA Hand Auger Continuous sample drilling PT Hammer drilling AH AT Spiral flight auger drilling AS AD/V AD/T Rotary non-core drilling WS RR Rotary core drilling HQ NMLC NQ Concrete coring DT Push tube Air hammer Air track Large diameter short spiral auger Continuous spiral flight auger: V-Bit Continuous spiral flight auger: TC-Bit Washbore (mud drilling) Rock roller 63mm diamond-tipped core barrel 52mm diamond-tipped core barrel 47mm diamond-tipped core barrel Diatube Sampling is conducted to facilitate further assessment of selected materials encountered. Sampling method Disturbed sampling B D ES Undisturbed sampling SPT Bulk disturbed sample Disturbed sample Environmental soil sample Standard Penetration Test sample U# Undisturbed tube sample (#mm diameter) Water samples EW Environmental water sample Field testing may be conducted as a means of assessment of the in-situ conditions of materials encountered. Field testing SPT HP/PP Standard Penetration Test (blows/150mm) Hand/Pocket Penetrometer Dynamic Penetrometers (blows/150mm) VS PBT DCP PSP Vane Shear Dynamic Cone Penetrometer Perth Sand Penetrometer Plate Bearing Test If encountered with SPT or dynamic penetrometer testing, refusal (R), virtual refusal (VR) or hammer bouncing (HB) may be noted. The quality of the rock can be assessed be the degree of fracturing and the following. Rock quality description TCR Total Core Recovery (%) (length of core recovered divided by the length of core run) RQD Rock Quality Designation (%) (sum of axial lengths of core greater than 100mm long divided by the length of core run) Notes on groundwater conditions encountered may include. Groundwater Not Encountered Excavation is dry in the short term Not Observed Seepage Inflow Groundwater observation not possible Groundwater seeping into hole Groundwater flowing/flooding into hole Perched groundwater may result in a misleading indication of the depth to the true water table. Groundwater levels are likely to fluctuate with variations in climatic and site conditions. Notes on the stability of excavations may include. Excavation conditions Spalling Unstable Material falling into excavation, may be described as minor or major spalling Collapse of the majority, or one or more face, of the excavation

44 Explanatory Notes - General Soil Description The methods of description and classification of soils used in this report are based on Australian Standard 1726 Geotechnical Site Investigations Code. 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. In general, descriptions cover: soil type, strength / relative density, moisture, colour, plasticity and inclusions. Soil types are described according to the dominant particle size on the basis of the following assessment. Soil Classification CLAY SILT Particle Size < 0.002mm 0.002mm 0.075mm SAND fine 0.075mm to 0.2mm medium coarse 0.2mm to 0.6mm 0.6mm to 2.36mm GRAVEL fine 2.36mm to 6mm COBBLES BOULDERS medium coarse 6mm to 20mm 20mm to 63mm 63mm to 200mm > 200mm Soil types are qualified by the presence of minor components on the basis of field examination or grading. Description Trace With Percentage of minor component < 5% in coarse grained soils < 15% in fine grained soils 5% to 12% in coarse grained soils 15% to 30% in fine grained soils The strength of cohesive soils is classified by engineering assessment or field/laboratory testing as follows. Strength Symbol Undrained shear strength Very Soft VS < 12kPa Soft S 12kPa to 25kPa Firm F 25kPa to 50kPa Stiff St 50kPa to 100kPa Very Stiff VSt 100kPa to 200kPa Hard H > 200kPa Cohesionless soils are classified on the basis of relative density as follows. Relative Density Symbol Density Index Very Loose VL < 15% Loose L 15% to 35% Medium Dense MD 35% to 65% Dense D 65% to 85% Very Dense VD > 85% The moisture condition of soil is described by appearance and feel and may be described in relation to the Plastic Limit (PL) or Optimum Moisture Content (OMC). Moisture condition and description Dry Moist Wet Cohesive soils; hard, friable, dry of plastic limit. Granular soils; cohesionless and free-running Cool feel and darkened colour: Cohesive soils can be moulded. Granular soils tend to cohere Cool feel and darkened colour: Cohesive soils usually weakened and free water forms when handling. Granular soils tend to cohere The plasticity of cohesive soils is defined as follows. Plasticity Liquid Limit Low plasticity 35% Medium plasticity > 35% 50% High plasticity > 50% The structure of the soil may be described as follows. Zoning Layer Lens Pocket Description Continuous across exposure or sample Discontinuous layer (lenticular shape) Irregular inclusion of different material The structure may include; defects such as softened zones, fissures, cracks, joints and root-holes; and coarse grained soils may be described as strongly or weakly cemented. The soil origin may also be noted if possible to deduce. Soil origin and description Fill Topsoil Colluvial soil Aeolian soil Alluvial soil Lacustrine soil Marine soil Residual soil Man-made deposits or disturbed material Material affected by roots and root fibres Transported down slopes by gravity Transported and deposited by wind Deposited by rivers Deposited by lakes Deposits in beaches, bays, estuaries Developed on weathered rock The origin of the soil generally cannot be deduced on the appearance of the material and may be assumed based on further geological evidence or field observation.

45 Explanatory Notes - General Rock Description The methods of description and classification of rocks used in this report are based on Australian Standard 1726 Geotechnical Site Investigations Code. In general, if a material cannot be remoulded by hand in its field condition or in water it is described as a rock, is classified by its geological terms. In general, descriptions cover: rock type, degree of weathering, strength, colour, grain size, structure and minor components or inclusions. Sedimentary rock types are generally described according to the predominant grain size as follows. Rock Type CONGLOMERATE SANDSTONE SILTSTONE SHALE CLAYSTONE Description Rounded gravel sized fragments >2mm cemented in a finer matrix Sand size particles defined by grain size and often cemented by other materials fine 0.06mm to 0.2mm medium 0.2mm to 0.6mm coarse 0.6mm to 2mm Predominately silt sized particles Fine particles (silt or clay) and fissile Predominately clay sized particles The classification of rock weathering is described based on definitions outlined in AS1726 as follows. Term and symbol Residual Soil Extremely weathered Distinctly weathered RS XW DW Slightly SW weathered Fresh Rock FR Definition Soil developed on extremely weathered rock; mass structure and substance are no longer evident Weathered to such an extent that it has soil properties Strength usually changed and may be highly discoloured. Porosity may be increased by leaching, or decreased due to deposition in pores Slightly discoloured; little/no change of strength from fresh rock Rock shows no sign of decomposition or staining Rock material strength (distinct from mass strength which can be significantly weaker due to the effect of defects) can be defined based on the point load index as follows. Term and symbol Extremely low EL < 0.03MPa Point Load Index I s50 Very Low VL 0.03MPa to 0.1MPa Low L 0.1MPa to 0.3MPa Medium M 0.3MPa to 1MPa High H 1MPa to 3MPa Very High VH 3MPa to 10MPa Extremely High EH > 10MPa For preliminary assessment and in cases where no point load testing is available, the rock strength may be assessed using the field guide specified by AS1726. The defect spacing and bedding thickness of rocks, measured normal to defects of the same set or bedding, can be described as follows. Definition Thinly laminated Laminated Very thinly bedded Defect Spacing < 6mm 6mm to 20mm 20mm to 60mm Thinly bedded 60mm to 0.2m Medium bedded 0.2m to 0.6m Thickly bedded Very thickly bedded 0.6m to 2m > 2m Defects in rock mass are often described by the following. Terms Joint JT Sheared zone SZ Bed Parting BP Sheared surface SS Contact CO Seam SM Dyke DK Crushed Seam CS Decomposed Zone DZ Infilled Seam IS Fracture FC Foliation FL Fracture Zone FZ Vein VN The shape and roughness of defects are described using the following terms. Planarity Roughness Planar PR Very Rough VR Curved CU Rough RF Undulating U Smooth S Irregular IR Polished POL Stepped ST Slickensides SL The coating or infill associated with defects can be described as follows. Definition Clean Stain Veneer Coating Description No visible coating or infilling No visible coating or infilling; surfaces discoloured by mineral staining Visible coating or infilling of soil or mineral substance (<1mm). If discontinuous over the plane; patchy veneer Visible coating or infilling of soil or mineral substance (>1mm)

46 Graphics Symbols Index CLAYS GRAVELS SEDIMENTARY ROCK CLAY GRAVEL CONGLOMERATE Silty CLAY Clayey GRAVEL BRECCIA Sandy CLAY Silty GRAVEL SANDSTONE Gravelly CLAY Sandy GRAVEL SILTSTONE SILTS Organic SILT COBBLES & BOULDERS SHALE MUDSTONE / CLAYSTONE SILT Clayey SILT MISCELLANEOUS FILL COAL METAMORPHIC ROCK Sandy SILT TOPSOIL SLATE / PHYLLITE / SCHIST Gravelly SILT CONCRETE GNEISS SANDS ASPHALT QUARTZITE SAND CORE LOSS IGNEOUS ROCK Clayey SAND PAVEMENT GRAVEL GRANITE Silty SAND PAVEMENT (Natural Gravels) BASALT Gravelly SAND PAVEMENT (Crushed Rock) TUFF

47 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX C LABORATORY TEST RESULTS CGS Cardno Geotech Solutions August 2014

48 Swell (%) : Shrink Swell Index (Iss %): Visual Classification : Sandy CLAY, grey mottled orange Inert Material Estimate(%): 5 Cracking : Minor Cracking Crumbling : Nil Crumbling Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6845 Sample Location Date Sampled: 31/07/2014 TB003 Date Tested: 6/08/2014 Depth 0.4m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 14.1 Shrinkage (%) : 0.7 Swell MC After(%) : 19.3 Unit Weight (t/m³) : 2.02 PP Before (kpa): > PP After (kpa): APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

49 Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6846 Sample Location Date Sampled: 31/07/2014 TB006 Date Tested: 6/08/2014 Depth 0.7m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 17.1 Shrinkage (%) : 0.5 Swell MC After(%) : 19.2 Unit Weight (t/m³) : 1.95 PP Before (kpa): 570 Swell (%) : Shrink Swell Index (Iss %): 1.0 PP After (kpa): Visual Classification : Gravelly Sandy CLAY, brown mottled red & grey Inert Material Estimate(%): 5 Cracking : Major Cracking Crumbling : Moderate Crumbling APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

50 Swell (%) : Shrink Swell Index (Iss %): Visual Classification : Silty CLAY, brown mottled red Inert Material Estimate(%): 0 Cracking : Major Cracking Crumbling : Major Crumbling Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6847 Sample Location Date Sampled: 31/07/2014 TB008 Date Tested: 6/08/2014 Depth 1.0m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 23.2 Shrinkage (%) : 3.5 Swell MC After(%) : 32.0 Unit Weight (t/m³) : 1.87 PP Before (kpa): PP After (kpa): APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

51 Swell (%) : Shrink Swell Index (Iss %): Visual Classification : Silty CLAY, brown mottled orange Inert Material Estimate(%): 0 Cracking : Nil Cracking Crumbling : Nil Crumbling Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6848 Sample Location Date Sampled: 31/07/2014 TB012 Date Tested: 6/08/2014 Depth 0.3m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 27.5 Shrinkage (%) : 5.3 Swell MC After(%) : 32.2 Unit Weight (t/m³) : 1.93 PP Before (kpa): PP After (kpa): APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

52 Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6849 Sample Location Date Sampled: 31/07/2014 TB017 Date Tested: 4/08/2014 Depth 0.4m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 15.5 Shrinkage (%) : 2.0 Swell MC After(%) : 19.0 Unit Weight (t/m³) : 2.14 PP Before (kpa): >600 Swell (%) : Shrink Swell Index (Iss %): 1.8 PP After (kpa): Visual Classification : Sandy Gravelly CLAY, brown mottled orange Inert Material Estimate(%): 0 Cracking : Slight Cracking Crumbling : Some Crumbling APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

53 Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6850 Sample Location Date Sampled: 31/07/2014 TB019 Date Tested: 6/08/ m Sampled By: Ben Bakker Bulk Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: Remoulded at field moisture content. Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 27.4 Shrinkage (%) : 6.9 Swell MC After(%) : 28.8 Unit Weight (t/m³) : 1.96 PP Before (kpa): 250 Swell (%) : Shrink Swell Index (Iss %): 0.7 PP After (kpa): Visual Classification : Silty CLAY, brown grey mottled orange Inert Material Estimate(%): 2 Cracking : Moderate Cracking Crumbling : Nil Crumbling APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

54 Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 14/08/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6851 Sample Location Date Sampled: 31/07/2014 TB021 Date Tested: 6/08/2014 Depth 0.9m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 21.3 Shrinkage (%) : 4.0 Swell MC After(%) : 24.1 Unit Weight (t/m³) : 2.03 PP Before (kpa): 280 Swell (%) : Shrink Swell Index (Iss %): 0.0 PP After (kpa): Visual Classification : Silty CLAY, brown grey mottled orange Inert Material Estimate(%): 1 Cracking : Moderate Cracking Crumbling : Nil Crumbling APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

55 Shrink Swell Index Report Client: Northlakes Pty Ltd C/- McCloy Group Report Number: CGS/ Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1 Job Number: CGS/2327 Report Date: 15/8/2014 Project: Site Classification Order Number: Location Stages 42B & 47 Northlakes, Cameron Park Test Method : AS Lab No: 14/6852 Sample Location Date Sampled: 31/7/2014 TB023 Date Tested: 6/8/2014 Depth 0.3m Sampled By: Ben Bakker U50 Sample Method: AS c6.5.4 Backhoe Material Source: Site Won For Use As: Lot Fill Lot Number: - Remarks: - Item Number : - Page 1 of 1 Shrinkage Moisture Content (%) : Swell MC Before(%): 17.9 Shrinkage (%) : 2.4 Swell MC After(%) : 23.9 Unit Weight (t/m³) : 2.0 PP Before (kpa): 450 Swell (%) : Shrink Swell Index (Iss %): 0.8 PP After (kpa): Visual Classification : Gravelly Sandy CLAY, brown mottled orange and grey Inert Material Estimate(%): 2 Cracking : Major Cracking Crumbling : Minor Crumbling APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP106-2

56 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX D COMPACTION TEST REPORTS CGS Cardno Geotech Solutions August 2014

57 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 25/03/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / /2304 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 20/3/ /3/ /3/2014 Date Tested : 21/3/ /3/ /3/2014 Material Source : Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Sample Location : Lot 4702 Lot 4701 Lot m East of West Boundary 8m West of East Boundary 3m East of West Boundary 7m South of North Boundary 11m South of North Boundary 6m North of South Boundary Layer 1 Layer 1 Layer 1 Test Depth/Layer (mm) 300 / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : / % 94.4 / % 99.0 / % Moisture Variation (%) : 2.5% (wet) 1% (dry) 0% (dry) Remarks: Lab Number: 14/ / /2304 Soil Description Silty CLAY, brown Silty CLAY, brown Silty CLAY, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

58 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 31/03/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /2367 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 24/3/ /3/ /3/ /3/2014 Date Tested : 24/3/ /3/ /3/ /3/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : General Fill General Fill General Fill General Fill Sample Location : Road 58 Road 58 Road 58 Road 58 CH: 163m CH: 161m CH: 130m CH: 134m 1m Right of C/L 1m Right of C/L 1m Left of C/L 1m Left of C/L Layer 1 Layer 2 Layer 1 Layer 2 Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : / % / % / % / % Moisture Variation (%) : 0.5% (wet) 0% (wet) 0.5% (wet) 0.5% (wet) Remarks: Lab Number: 14/ / / /2367 Soil Description Silty CLAY, brown Silty CLAY, brown Silty CLAY, brown Silty CLAY, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

59 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 31/03/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /2432 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 26/3/ /3/ /3/ /3/2014 Date Tested : 26/3/ /3/ /3/ /3/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : General Fill General Fill General Fill General Fill Sample Location : Road 58 Road 58 Road 58 Pegasus Road CH: 170m CH: 140m CH: 90m CH: 180m 1m Left of CL Centre Line 1m Right of CL Centre Line Layer 3 Layer 3 Layer 3 Layer 1 Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 1.97* * 2.00* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 99.5 / % 98.8 / % / % 96.0 / % Moisture Variation (%) : 0% (dry) 0% (dry) 0.5% (wet) 0.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /2432 Gravelly Sandy CLAY, brown Gravelly Sandy CLAY, brown Gravelly Sandy CLAY, brown Gravelly Sandy CLAY, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

60 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 31/03/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ /2434 ID No : Lot No : - - Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 26/3/ /3/2014 Date Tested : 26/3/ /3/2014 Material Source : Site Won Site Won For Use As : Lot Fill Lot Fill Sample Location : Lot 4730 Lot m North of South Boundary 5m North of South Boundary 9m West of East Boundary 7m West of East Boundary Layer 1 Layer 1 Test Depth/Layer (mm) 300 / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : / % / % Moisture Variation (%) : 3% (wet) 0% (wet) Remarks: Lab Number: 14/ /2434 Soil Description Silty CLAY, brown Silty CLAY, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

61 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /3589 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 6/5/2014 6/5/2014 6/5/2014 6/5/2014 Date Tested : 6/5/2014 6/5/2014 6/5/2014 6/5/2014 Material Source : On Site On Site On Site On Site For Use As : Lot Fill Lot Fill Lot Fill Lot Fill Sample Location : Lot 4704 Lot 4705 Lot 4706 Lot m West from East BDY 5m West from East BDY 1m West from East BDY 3m West from East BDY 7m South from North BDY 6m South from North BDY 10m South from North BDY 7m South from North BDY Finish Level Finish Level Finish Level Finish Level Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.06* 2.08* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 1.6* 0.4* Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 88.1 / % 96.7 / % 92.0 / % 95.6 / % Moisture Variation (%) : 1.5% (dry) 0.5% (dry) 1.5% (dry) 1% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /3589 Silty CLAY, trace of Gravel, brown. Silty CLAY, trace of Gravel, brown. Silty CLAY, brown. Silty CLAY, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

62 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ /3591 ID No : Lot No : - - Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 6/5/2014 6/5/2014 Date Tested : 6/5/2014 6/5/2014 Material Source : On Site On Site For Use As : Lot Fill Lot Fill Sample Location : Lot 4708 Lot m East from West BDY 3m West from East BDY 7m South from North BDY 5m South from North BDY Finish Level Finish Level Test Depth/Layer (mm) 300 / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 88.6 / % 83.2 / % Moisture Variation (%) : 2% (dry) 3% (dry) Remarks: Lab Number: 14/ /3591 Soil Description Silty CLAY, pale brown. Silty Sandy CLAY, trace of Gravel, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

63 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /3667 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Date Tested : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Lot Fill Sample Location : Lot 4730 Lot 4728 Lot 4727 Lot m South of North Boundary 5m South of North Boundary 6m South of North Boundary 4m South of North Boundary 2m West of East Boundary 1m West of East Boundary 3m West of East Boundary 2m West of East Boundary Finish Level Finish Level Finish Level Finish Level Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.09* 2.05* 2.06* 2.03* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 1.8* 1.9* 0.4* 1.4* Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 85.5 / % 86.9 / Non Specified 97.4 / Non Specified 91.6 / Non Specified Moisture Variation (%) : 2% (dry) 2% (dry) 0.5% (dry) 1.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /3667 Sandy GRAVEL, brown, with Clay. Sandy GRAVEL, brown, with Clay. Sandy GRAVEL, brown, with Clay. Silty CLAY, pale brown, with Gravel. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

64 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /3671 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Date Tested : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Lot Fill Sample Location : Lot 4701 Lot 4702 Lot 4703 Lot m South of North Boundary 12m South of North Boundary 9m South of North Boundary 3m South of North Boundary 8m West of East Boundary 7m West of East Boundary 4m West of East Boundary 2m West of East Boundary 300mm Below Finish Level 300mm Below Finish Level 300mm Below Finish Level 300mm Below Finish Level Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : * 2.00* 2.06 Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : * 0.7* 1.5 Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 92.5 / Non Specified 91.8 / Non Specified 96.6 / Non Specified 89.8 / Non Specified Moisture Variation (%) : 1.5% (dry) 1% (dry) 0.5% (dry) 1.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /3671 Silty CLAY, brown, trace of Gravel. Sandy CLAY, brown, trace of Gravel. Sandy CLAY, brown, trace of Gravel. Silty CLAY, brown, trace of Gravel. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

65 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /3675 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Date Tested : 7/5/2014 7/5/2014 7/5/2014 7/5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Lot Fill Sample Location : Lot 4705 Lot 4706 Lot 4707 Lot m South of North Boundary 10m South of North Boundary 12m South of North Boundary 10m South of North Boundary 2m West of East Boundary 4m West of East Boundary 3m West of East Boundary 2m West of East Boundary 300mm Below Finish Level 300mm Below Finish Level 300mm Below Finish Level 300mm Below Finish Level Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.08* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : -1.4* Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : / % / % / % / % Moisture Variation (%) : 1.5% (wet) 0% (wet) 4% (wet) 0.5% (wet) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /3675 Silty CLAY, brown, with Gravel. Silty CLAY, pale brown, with Gravel. Silty CLAY, brown. Silty CLAY, brown, with Gravel. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

66 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/3676 ID No : 41 Lot No : - Sampling Method : AS c6.4 (b) EW Date Sampled : 7/5/2014 Date Tested : 7/5/2014 Material Source : Site Won For Use As : Lot Fill Sample Location : Lot m South of North Boundary 3m West of East Boundary 300mm Below Finish Level Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 0.0 Field Wet Density (t/m³) : 1.95 Field Moisture Cont (%) : 25.8 PCWD (t/m³) : 1.93 Maximum Converted Dry Density (t/m³) : 1.55 Optimum Moisture Content (%) : 24.5 Apparent OMC (%) : -1.3 Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : / % Moisture Variation (%) : Remarks: 1.5% (wet) Lab Number: 14/3676 Soil Description Silty CLAY, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

67 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 23/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ /4001 ID No : Lot No : - - Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 14/5/ /5/2014 Date Tested : 14/5/ /5/2014 Material Source : Site Won Site Won For Use As : Lot Fill Lot Fill Sample Location : Lot 4701 Lot m South of North Boundary 8m South of North Boundary 10m West of East Boundary 6m West of East Boundary Finish Level Finish Level Test Depth/Layer (mm) 300 / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.08* 2.09* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 2.0* -1.0* Compactive Effort : Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 87.1 / % / % Moisture Variation (%) : 2% (dry) 1% (wet) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ /4001 Gravelly Sandy CLAY, brown. Gravelly Sandy CLAY, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

68 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 26/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/4398 ID No : 84 Lot No : - Sampling Method : AS c6.4 (b) EW Date Sampled : 22/5/2014 Date Tested : 22/5/2014 Material Source : Site Won For Use As : Lot Fill Sample Location : Lot m South of North Boundary 9m West of East Boundary Layer 1 Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 0.0 Field Wet Density (t/m³) : 1.94 Field Moisture Cont (%) : 22.0 PCWD (t/m³) : 1.96 Maximum Converted Dry Density (t/m³) : 1.59 Optimum Moisture Content (%) : 21.5 Apparent OMC (%) : -0.7 Compactive Effort : Standard Relative Compaction (%) : 99.0 Moisture Ratio / Spec : / % Moisture Variation (%) : Remarks: 0.5% (wet) Lab Number: 14/4398 Soil Description Silty CLAY, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

69 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 2/06/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /4491 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 26/5/ /5/ /5/ /5/2014 Date Tested : 26/5/ /5/ /5/ /5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Lot Fill Sample Location : Lot 4731 Lot 4731 Lot 4731 Lot m North of South Boundary 6m North of South Boundary 7m North of South Boundary 13m North of South Boundary 8m West of East Boundary 10m West of East Boundary 12m West of East Boundary 10m West of East Boundary Layer 2 Layer 3 Layer 4 Layer 5 Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 99.3 / % 90.0 / % 83.3 / % 86.7 / % Moisture Variation (%) : 0% (dry) 1.5% (dry) 2.5% (dry) 2% (dry) Remarks: Lab Number: 14/ / / /4491 Soil Description Sandy CLAY, pale brown. Sandy CLAY, pale brown. Sandy CLAY, pale brown. Sandy CLAY, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

70 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 2/06/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ /4559 ID No : Lot No : - - Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 27/5/ /5/2014 Date Tested : 27/5/ /5/2014 Material Source : Site Won Site Won For Use As : Lot Fill Lot Fill Sample Location : Lot 4732 Lot m North West of South East Boundary 8m North West of South East Boundary 12m South West of North East Boundar 10m South West of North East Boundar Layer 1 Layer 2 Test Depth/Layer (mm) 300 / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 84.0 / % 94.2 / % Moisture Variation (%) : 2.5% (dry) 1% (dry) Remarks: Lab Number: 14/ /4559 Soil Description Silty Sandy CLAY, trace of Gravel, brown. Silty Sandy CLAY, trace of Gravel, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

71 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 5/06/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / /4679 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 29/5/ /5/ /5/2014 Date Tested : 29/5/ /5/ /5/2014 Material Source : Site Won Site Won Site Won For Use As : Lot Fill Lot Fill Lot Fill Sample Location : Lot 4732 Lot 4732 Lot m South West of North East Boundary 11m South West of North East Boundary 14m South West of North East Boundary 8m North West of South East Boundary 9m North West of South East Boundary 10m North West of South East Boundar Layer 3 Layer 4 Layer 5 (Finish Level) Test Depth/Layer (mm) 300 / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.03* * Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 1.3* * Compactive Effort : Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 91.8 / % 97.5 / % 85.9 / % Moisture Variation (%) : 1.5% (dry) 0.5% (dry) 2.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / /4679 Silty Sandy CLAY, brown, with Gravel. Silty Sandy CLAY, brown. Silty Sandy CLAY, brown with Gravel. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

72 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 2/07/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/5298 ID No : 110 Lot No : - Sampling Method : AS c6.4 (b) EW Date Sampled : 25/6/2014 Date Tested : 25/6/2014 Material Source : Site Won For Use As : Sample Location : General Fill Easement Kiosk FGL Centre of Easement Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 0.0 Field Wet Density (t/m³) : 2.05 Field Moisture Cont (%) : 19.9 PCWD (t/m³) : 1.93 Maximum Converted Dry Density (t/m³) : 1.71 Optimum Moisture Content (%) : 20.5 Apparent OMC (%) : 0.4 Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : 97.1 / % Moisture Variation (%) : Remarks: 0.5% (dry) Lab Number: 14/5298 Soil Description Silty Sandy CLAY trace gravel, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

73 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX E SUBGRADE AND PAVEMENT COMPACTION TEST REPORTS AND BENKELMAN BEAM TEST RESULTS CGS Cardno Geotech Solutions August 2014

74 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 5/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / /3214 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 24/4/ /4/ /4/2014 Date Tested : 24/4/ /4/ /4/2014 Material Source : Site Won Site Won Site Won For Use As : Subgrade Subgrade Subgrade Sample Location : Fire Trail Fire Trail Fire Trail CH: 65m CH: 115m CH: 155m 1m Left of CL 1m Right of CL Centre Line Subgrade Subgrade Subgrade Test Depth/Layer (mm) 300 / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.05* 2.00* 1.97* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 0.3* 3.1* 2.7* Compactive Effort : Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 97.5 / Non Specified 80.6 / Non Specified 83.9 / Non Specified Moisture Variation (%) : 0.5% (dry) 3% (dry) 2.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / /3214 Sandy CLAY, pale brown, with Gravel. Sandy CLAY, pale brown, with Gravel. Sandy CLAY, pale brown, with Gravel. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

75 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 14/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / /3582 ID No : Lot No : Sampling Method : AS c6.4 (b) EW AS c6.4 (b) EW AS c6.4 (b) EW Date Sampled : 6/5/2014 6/5/2014 6/5/2014 Date Tested : 7/5/2014 7/5/2014 7/5/2014 Material Source : On Site On Site On Site For Use As : Subgrade Subgrade Subgrade Sample Location : Road 58 Road 58 Road 58 Ch: 170m Ch: 120m Ch: 70m o/s: 1m R of cl o/s: 1m R of cl o/s: 1m R of cl Subgrade Subgrade Subgrade Test Depth/Layer (mm) 300 / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : * Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : Compactive Effort : Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 81.2 / Non Specified 88.8 / Non Specified 91.6 / Non Specified Moisture Variation (%) : 3% (dry) 1.5% (dry) 2% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / /3582 Gravelly Sandy CLAY, brown Gravelly Sandy CLAY, brown Gravelly Sandy CLAY, brown APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Joseph Stallard NATA Accred No:15689 RP65-10

76 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /3721 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 8/5/2014 8/5/2014 8/5/2014 8/5/2014 Date Tested : 8/5/2014 8/5/2014 8/5/2014 8/5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Subgrade Subgrade Subgrade Subgrade Sample Location : Falster Ridge Falster Ridge Falster Ridge Vesta Street Ch: 45m Ch: 0m Ch: -43m Ch: 79m o/s 2m right of C/L o/s 2m Left of C/L o/s 1m Right of C/L o/s C/L Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : * 2.05* 2.01 Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : * 2.7* 2.8 Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 87.2 / Non Specified 97.2 / Non Specified 80.0 / Non Specified 83.1 / Non Specified Moisture Variation (%) : 3% (dry) 0.5% (dry) 2.5% (dry) 3% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /3721 Silty CLAY, brown. Silty Gravelly CLAY, pale brown. Silty Gravelly CLAY, pale brown. Silty CLAY, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

77 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 20/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/3722 ID No : 46 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 8/5/2014 Date Tested : 8/5/2014 Material Source : Site Won For Use As : Sample Location : Subgrade Vesta Street Ch: 30m o/s 2m Right of C/L Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 13.1 Field Wet Density (t/m³) : 2.14 Field Moisture Cont (%) : 11.4 PCWD (t/m³) : 2.12* Maximum Converted Dry Density (t/m³) : 1.92 Optimum Moisture Content (%) : 13.0 Apparent OMC (%) : 1.5* Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : 87.7 / Non Specified Moisture Variation (%) : 1.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/3722 Silty Gravelly CLAY, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

78 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 23/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/3995 ID No : 59 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 14/5/2014 Date Tested : 14/5/2014 Material Source : Site Won For Use As : Subgrade Sample Location : Road 58 CH: 40m 1m Left of CL Subgrade Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 0.0 Field Wet Density (t/m³) : 1.90 Field Moisture Cont (%) : 23.0 PCWD (t/m³) : 1.81 Maximum Converted Dry Density (t/m³) : 1.54 Optimum Moisture Content (%) : 25.0 Apparent OMC (%) : 2.1 Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : Moisture Variation (%) : Remarks: 92.0 / Non Specified 2% (dry) Lab Number: 14/3995 Soil Description Silty CLAY, brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

79 Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 23/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ /3997 ID No : Lot No : - - Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 14/5/ /5/2014 Date/Time Tested : 14/5/2014 / 2:15pm 14/5/2014 / 2:25pm Material Source : Martins Creek Martins Creek For Use As : Subbase Subbase Dry Density Ratio Report Sample Location : Road 58 Road 58 CH: 160m 2m Right of CL CH: 11m 1m Left of CL Subbase Subbase Test/Layer Depth (mm) 225 / / 250 Max Size (mm) : Oversize Wet (%) : 1 3 Oversize Dry (%) : 2 3 Field Moisture (%) : 8.9* 7.9* MDR No : Allandale 30mm-2 Allandale 30mm-2 Assigned MDR : Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.17* 2.18* OMC (%) : 8.0* 8.0* Variation from OMC 1% wet of omc 0% wet of omc Field Density Method : AS AS MC Method : AS AS Compactive Effort : AS Modified AS Modified Moisture Ratio / Spec(%) : / Non Specified 100 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 95% Mod 95% Mod Remarks : Assigned Value Inception Date: 08/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

80 Density Index Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Job Number : CGS/2162 Report Date: 23/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS , & Page 1 of 1 Lab No : 14/ /3999 ID No : Lot No : - - Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 14/5/ /5/2014 Date Tested / Time Tested : 14/5/2014 / 2:40pm 14/5/2014 / 3:00pm Material Source : Hunter Quarrys Karuah Hunter Quarrys Karuah For Use As : Overlay Overlay Sample Location : Vesta Street Vesta Street Between Pits 1.6 & 1.7 Between Pits 1.8 & 1.7 Final Layer Final Layer Underside of Kerb Underside of Kerb Test/Layer Depth (mm) 300 / / 300 Max Size (mm) : Oversize (%) : 0 0 Field Dry Density (t/m³): Field Moisture Content(%) : Moisture Content Method : AS AS Minimum/Maximum No : 14/ /3999 Maximum Dry Density (t/m³): Minimum Dry Density (t/m³): Mould Size (cm³): 1 Litre 1 Litre Density Index (%): Minimum Density Index(%): Soil Description : Sandy GRAVEL, dark grey. Sandy GRAVEL, dark grey. Remarks : Vibrating Table Type : Civilab GS VT1 APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP47-5

81 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 23/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ / /4059 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 15/5/ /5/ /5/2014 Date/Time Tested : 15/5/2014 / 2:45pm 15/5/2014 / 2:55pm 15/5/2014 / 3:10pm Material Source : Allandale Allandale Allandale For Use As : Subbase Subbase Subbase Sample Location : Vesta Street Vesta Street Vesta Street CH: 15m CH: 55m CH: 90m 2m Right of CL Centre Line 1m Left of CL Subbase Subbase Subbase Test/Layer Depth (mm) 225 / / / 250 Max Size (mm) : Oversize Wet (%) : Oversize Dry (%) : Field Moisture (%) : 7.9* 6.8* 8.9 MDR No : Allandale 30mm-2 Allandale 30mm-2 Allandale 30mm-2 Assigned MDR : Yes Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.21* 2.23* 2.17 OMC (%) : 6.5* 6.5* 8.0 Variation from OMC 1.5% wet of omc 0.5% wet of omc 1% wet of omc Field Density Method : AS AS AS MC Method : AS AS AS Compactive Effort : AS Modified AS Modified AS Modified Moisture Ratio / Spec(%) : / Non Specified / Non Specified 110 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 95% Mod 95% Mod 95% Mod Remarks : Assigned Value Inception Date: 08/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

82 Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 26/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ /4199 ID No : Lot No : - - Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 19/5/ /5/2014 Date/Time Tested : 19/5/2014 / 8:20am 19/5/2014 / 8:30am Material Source : Allandale Allandale For Use As : Subbase Subbase Dry Density Ratio Report Sample Location : Falster Ridge Falster Ridge CH: 38m 1m Left of CL CH: 5m Centre Line Subbase Subbase Test/Layer Depth (mm) 225 / / 250 Max Size (mm) : Oversize Wet (%) : Oversize Dry (%) : Field Moisture (%) : 6.9* 6.8* MDR No : Allandale 30mm-2 Allandale 30mm-2 Assigned MDR : Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.23* 2.23* OMC (%) : 6.5* 6.5* Variation from OMC 0% wet of omc 0% wet of omc Field Density Method : AS AS MC Method : AS AS Compactive Effort : AS Modified AS Modified Moisture Ratio / Spec(%) : 103 / Non Specified / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 95% Mod 95% Mod Remarks : Assigned Value Inception Date: 07/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

83 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 26/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ / / /4367 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 21/5/ /5/ /5/ /5/2014 Date/Time Tested : 21/5/2014 / 2.50pm 21/5/2014 / 3.00pm 21/5/2014 / 3.10pm 21/5/2014 / 3.20pm Material Source : Allandale Quarry Allandale Quarry Allandale Quarry Allandale Quarry For Use As : Subbase Subbase Subbase Subbase Sample Location : Road 58 Road 58 Pegasus Road Falster ridge Ch: 15m Ch: 62m Ch: 182m Ch: -30m o/s 1.5m Right of C/L o/s 0.5m Left of C/L o/s 0.5m Right of C/L o/s 1.5m Left of C/L Test/Layer Depth (mm) 225 / / / / 250 Max Size (mm) : Oversize Wet (%) : Oversize Dry (%) : Field Moisture (%) : 7.4* 7.0* 7.1* 5.9* MDR No : Allandale 30mm-2 Allandale 30mm-2 Allandale 30mm-2 Allandale 30mm-2 Assigned MDR : Yes Yes Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.22* 2.22* 2.22* 2.22* OMC (%) : 6.5* 6.5* 6.5* 6.5* Variation from OMC 1% wet of omc 0.5% wet of omc 0.5% wet of omc 0.5% dry of omc Field Density Method : AS AS AS AS MC Method : AS AS AS AS Compactive Effort : AS Modified AS Modified AS Modified AS Modified Moisture Ratio / Spec(%) : 114 / Non Specified / Non Specified / Non Specified 91 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 95% Mod 95% Mod 95% Mod 98% Mod Remarks : Assigned Value Inception Date: 07/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

84 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 26/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/4368 ID No : 79 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 21/5/2014 Date Tested : 21/5/2014 Material Source : For Use As : Subbase Allandale Quarry Sample Location : Road 58 Ch: 205m o/s 1m Left of C/L Underside of Concrete Test Depth/Layer (mm) 100 / 125 Max Size (mm) : 19 Percent Oversize (%): 3.8 Field Wet Density (t/m³) : 2.28 Field Moisture Cont (%) : 9.2 PCWD (t/m³) : 2.29* Maximum Converted Dry Density (t/m³) : 2.09 Optimum Moisture Content (%) : 9.0 Apparent OMC (%) : -0.3* Compactive Effort : Modified Relative Compaction (%) : Moisture Ratio / Spec : / Non Specified Moisture Variation (%) : 0.5% (wet) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/4368 Sandy GRAVEL, dark grey brown (with 2% 60 Lime Blend). APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

85 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 26/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/ / / /4397 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 22/5/ /5/ /5/ /5/2014 Date Tested : 22/5/ /5/ /5/ /5/2014 Material Source : Site Won Site Won Site Won Site Won For Use As : Subgrade Subgrade Subgrade Subgrade Sample Location : Fire Trail off Falster Ridge Fire Trail off Falster Ridge Pegasus Road Road 58 CH: 20m CH: 75m CH: 182m CH: 208m 0.5m Right of CL 0.5m Left of CL 1.5m Left of CL 1m Right of CL Subgrade Subgrade Subgrade Subgrade Test Depth/Layer (mm) 300 / / / / 300 Max Size (mm) : Percent Oversize (%): Field Wet Density (t/m³) : Field Moisture Cont (%) : PCWD (t/m³) : 2.06* 2.06* 1.98* 1.96* Maximum Converted Dry Density (t/m³) : Optimum Moisture Content (%) : Apparent OMC (%) : 1.9* 2.0* 2.7* 2.6* Compactive Effort : Standard Standard Standard Standard Relative Compaction (%) : Moisture Ratio / Spec : 84.3 / Non Specified 84.7 / Non Specified 80.0 / Non Specified 80.0 / Non Specified Moisture Variation (%) : 2% (dry) 2% (dry) 2.5% (dry) 2.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/ / / /4397 Gravelly Sandy CLAY, grey/brown. Gravelly Sandy CLAY, grey/brown. Gravelly Clayey SAND, pale brown. Gravelly Clayey SAND, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

86 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 28/05/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/4437 ID No : 85 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 23/5/2014 Date Tested : 23/5/2014 Material Source : Site Won For Use As : Subgrade Sample Location : Access Track to lot 4702 Centre Line Subgrade Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 3.9 Field Wet Density (t/m³) : 2.19 Field Moisture Cont (%) : 16.7 PCWD (t/m³) : 2.04* Maximum Converted Dry Density (t/m³) : 1.88 Optimum Moisture Content (%) : 17.5 Apparent OMC (%) : 0.6* Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : 95.4 / Non Specified Moisture Variation (%) : 0.5% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/4437 Gravelly Silty CLAY, pale brown. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

87 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 28/05/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ / / /4441 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 23/5/ /5/ /5/ /5/2014 Date/Time Tested : 23/5/2014 / 10:45am 23/5/2014 / 11:20am 23/5/2014 / 11:35am 23/5/2014 / 11:45am Material Source : Allandale Quarry Allandale Quarry Allandale Quarry Allandale Quarry For Use As : Basecourse Basecourse Basecourse Basecourse Sample Location : Road 58 Road 58 Vesta Street Vesta Street CH: 165m CH: 115m CH: 15m CH: 55m 2.5m Right of CL 1.5m Left of CL 1m Right of CL 0.5m Left of CL Basecourse Basecourse Basecourse Basecourse Test/Layer Depth (mm) 125 / / / / 150 Max Size (mm) : Oversize Wet (%) : Oversize Dry (%) : Field Moisture (%) : 8.9* 9.1* 7.9* 8.4* MDR No : Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Assigned MDR : Yes Yes Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.21* 2.22* 2.22* 2.22* OMC (%) : 7.5* 7.5* 7.5* 7.5* Variation from OMC 1.5% wet of omc 1.5% wet of omc 0.5% wet of omc 1% wet of omc Field Density Method : AS AS AS AS MC Method : AS AS AS AS Compactive Effort : AS Modified AS Modified AS Modified AS Modified Moisture Ratio / Spec(%) : / Non Specified 123 / Non Specified 107 / Non Specified / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 98% Mod 98% Mod 98% Mod 98% Mod Remarks : Assigned Value Inception Date: 07/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

88 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 2/06/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/4560 ID No : 96 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 27/5/2014 Date Tested : 27/5/2014 Material Source : Site Won For Use As : Subgrade Sample Location : Access Driveway 1 CH: 22m Centre Line Subgrade Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 1.4 Field Wet Density (t/m³) : 1.94 Field Moisture Cont (%) : 12.2 PCWD (t/m³) : 2.08* Maximum Converted Dry Density (t/m³) : 1.73 Optimum Moisture Content (%) : 14.5 Apparent OMC (%) : ;2.2* Compactive Effort : Standard Relative Compaction (%) : 93.5 Moisture Ratio / Spec : 84.1 / +/-2% SOMC Moisture Variation (%) : 2% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/4560 Silty Sandy CLAY, trace of Gravel, grey. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

89 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 2/06/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/4561 ID No : 97 Lot No : - Sampling Method : AS c 6.4 (b) P Date Sampled : 27/5/2014 Date/Time Tested : 27/5/2014 / 8:40am Material Source : Allandale Quarry For Use As : Subbase Sample Location : Access Driveway 2 CH: 27m Centre Line Subbase Test/Layer Depth (mm) 75 / 100 Max Size (mm) : 19 Oversize Wet (%) : 11 Oversize Dry (%) : 12 Field Moisture (%) : 6.0* MDR No : Allandale 30mm-3 Assigned MDR : Yes Field Dry Density (t/m³) MDD (t/m³) : 2.20* OMC (%) : 7.0* Variation from OMC 1% dry of omc Field Density Method : AS MC Method : AS Compactive Effort : AS Modified Moisture Ratio / Spec(%) : 83.5 / Non Specified Dry Density Ratio (%) : 96.0 Min Dry Dens Ratio (%) 95% Mod Remarks : Assigned Value Inception Date: 27/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

90 Nuclear Hilf Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Client Address: 1 Balbu Close Beresfield NSW 2322 Report Date: 2/06/2014 Job Number : CGS/2162 Folder Number: Project : Stage 47 Test Method: AS & Location : Northlakes, Cameron Park Page 1 of 1 Lab No : 14/4587 ID No : 98 Lot No : Re-test of #96 Sampling Method : AS c 6.4 (b) P Date Sampled : 27/5/2014 Date Tested : 27/5/2014 Material Source : Site Won For Use As : Subgrade Sample Location : Access Driveway 1 CH: 25m Centre Line Subgrade Test Depth/Layer (mm) 300 / 300 Max Size (mm) : 19 Percent Oversize (%): 2.0 Field Wet Density (t/m³) : 1.99 Field Moisture Cont (%) : 17.5 PCWD (t/m³) : 1.98* Maximum Converted Dry Density (t/m³) : 1.69 Optimum Moisture Content (%) : 17.5 Apparent OMC (%) : 0.1* Compactive Effort : Standard Relative Compaction (%) : Moisture Ratio / Spec : / Non Specified Moisture Variation (%) : 0% (dry) Remarks: * - Denotes adjusted for oversize Lab Number: Soil Description 14/4587 Silty Sandy CLAY, trace of Gravel, grey. APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP65-10

91 Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 2/06/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ /4610 ID No : Lot No : Re-test of #89 - Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 28/5/ /5/2014 Date/Time Tested : 28/5/2014 / 3:15pm 28/5/2014 / 3:30pm Material Source : Allandale Quarry Allandale Quarry For Use As : Basecourse Basecourse Dry Density Ratio Report Sample Location : Vesta street Road 58 CH: 55m CH: 65m 0.5m Left of CL 2m Right of CL Basecourse Basecourse Test/Layer Depth (mm) 125 / / 150 Max Size (mm) : Oversize Wet (%) : 4 5 Oversize Dry (%) : 5 5 Field Moisture (%) : 7.5* 7.9* MDR No : Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Assigned MDR : Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.22* 2.22* OMC (%) : 7.5* 7.5* Variation from OMC 0% wet of omc 0.5% wet of omc Field Density Method : AS AS MC Method : AS AS Compactive Effort : AS Modified AS Modified Moisture Ratio / Spec(%) : / Non Specified 107 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 98% Mod 98% Mod Remarks : Assigned Value Inception Date: 27/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

92 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 4/06/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ / /4676 ID No : Lot No : Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 29/5/ /5/ /5/2014 Date/Time Tested : 29/5/2014 / 2:15pm 29/5/2014 / 2:30pm 29/5/2014 / 2:45pm Material Source : Allandale Quarry Allandale Quarry Allandale Quarry For Use As : Basecourse Basecourse Basecourse Sample Location : Falster Ridge Falster Ridge Falster Ridge CH: 34m CH: 0m CH: -35m 1m Right of CL 1.5m Left of CL 2m Right of CL Basecourse Basecourse Basecourse Test/Layer Depth (mm) 125 / / / 150 Max Size (mm) : Oversize Wet (%) : Oversize Dry (%) : Field Moisture (%) : 6.6* 7.2* 6.9* MDR No : Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Allandale 20mm Roadbase-3 Assigned MDR : Yes Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.21* 2.21* 2.21* OMC (%) : 7.5* 7.5* 7.5* Variation from OMC 1% dry of omc 0.5% dry of omc 0.5% dry of omc Field Density Method : AS AS AS MC Method : AS AS AS Compactive Effort : AS Modified AS Modified AS Modified Moisture Ratio / Spec(%) : 88 / Non Specified 94.5 / Non Specified 92 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 98% Mod 98% Mod 98% Mod Remarks : Assigned Value Inception Date: 27/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

93 Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 4/06/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/ /4736 ID No : Lot No : - - Sampling Method : AS c 6.4 (b) P AS c 6.4 (b) P Date Sampled : 4/6/2014 4/6/2014 Date/Time Tested : 4/6/2014 / 12.20pm 4/6/2014 / 12.30pm Material Source : Allandale Quarry Allandale Quarry For Use As : Basecourse Basecourse Dry Density Ratio Report Sample Location : Road 58 Road 58 CH15 CH65 2.5m Right CL 2m Left CL Test/Layer Depth (mm) 125 / / 150 Max Size (mm) : Oversize Wet (%) : 4 5 Oversize Dry (%) : 4 5 Field Moisture (%) : 7.3* 7.0* MDR No : Code 3-2 Code 3-2 Assigned MDR : Yes Yes Field Dry Density (t/m³) MDD (t/m³) : 2.15* 2.16* OMC (%) : 7.5* 7.5* Variation from OMC 0.5% dry of omc 0.5% dry of omc Field Density Method : AS AS MC Method : AS AS Compactive Effort : AS Modified AS Modified Moisture Ratio / Spec(%) : 95 / Non Specified 92 / Non Specified Dry Density Ratio (%) : Min Dry Dens Ratio (%) 95% Mod 98% Mod Remarks : Assigned Value Inception Date: 27/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Ian Piper NATA Accred No:15689 RP55-4

94 Dry Density Ratio Report Client : Keller Civil Engineering Report Number: CGS/ Address: Job Number : 1 Balbu Close Beresfield NSW 2322 CGS/2162 Report Date : 20/06/2014 Project : Stage 47 Order Number: Location : Northlakes, Cameron Park Test Method: AS & Page 1 of 1 Lab No : 14/4882 ID No : 109 Lot No : - Sampling Method : AS c6.4(b) P Date Sampled : 17/6/2014 Date/Time Tested : 17/6/2014 / 12:00pm Material Source : Allandale Quarry For Use As : Basecourse Sample Location : Pegasus Road CH: 182m 1m R of CL Basecourse Test/Layer Depth (mm) 125 / 150 Max Size (mm) : 19 Oversize Wet (%) : 11 Oversize Dry (%) : 12 Field Moisture (%) : 8.4* MDR No : Allandale 20mm Roadbase-3 Assigned MDR : Yes Field Dry Density (t/m³) MDD (t/m³) : 2.23* OMC (%) : 7.0* Variation from OMC 1.5% wet of omc Field Density Method : AS MC Method : AS Compactive Effort : AS Modified Moisture Ratio / Spec(%) : / Non Specified Dry Density Ratio (%) : 99.0 Min Dry Dens Ratio (%) 98% Mod Remarks : Assigned Value Inception Date: 27/05/2014. * - Denotes corrected for oversize APPROVED SIGNATORY FORM NUMBER This document is issued in accordance with NATA's accreditation requirements. Simon Richards NATA Accred No:15689 RP55-4

95 Benkelman Beam Report Client : Keller Civil Engineering Report Number: CGS/ Address : 1 Balbu Close, Beresfield, NSW, 2322 Report Date : 17/06/2014 Project Name : Stage 47 Order Number : Project Number : CGS/2162 Test Method : RMS T199 Location: Northlakes, Cameron Park Page 1 of 1 Sample Number : 14/4875 Test Number : Sampling Method : Date Sampled : Date Tested : 16/06/ /06/2014 Lot Number : Material Type : Sample Location : Basecourse Falster Ridge Lane Chainage Wheel Path Dmax(mm) Lane Chainage Wheel Path Dmax(mm) Westbound -50 I 0.74 Westbound -40 O 1.16 Westbound -30 I 0.82 Westbound -20 O 0.68 Westbound -10 I 0.90 Westbound 0 O 0.60 Westbound 10 I 0.82 Westbound 20 O 0.88 Westbound 30 I 0.94 Eastbound 40 I 0.44 Eastbound 30 O 1.10 Eastbound 20 I 0.72 Eastbound 10 O 0.88 Eastbound 0 I 0.50 Eastbound -10 O 0.96 Eastbound -20 I 0.54 Eastbound -30 O 1.00 Eastbound -40 I 0.94 Mean (mm) : Standard Deviation (mm) : Coefficient of Deviation (%): Characteristic Deflection (mm): Remarks : APPROVED SIGNATORY This document is issued in accordance with NATA's accreditation requirements. Simon Richards - Laboratory Manager NATA Accreditation Number : Document Code RF445-17

96 Benkelman Beam Report Client : Keller Civil Engineering Report Number: CGS/ Address : 1 Balbu Close, Beresfield, NSW, 2322 Report Date : 17/06/2014 Project Name : Stage 47 Order Number : Project Number : CGS/2162 Test Method : RMS T199 Location: Northlakes, Cameron Park Page 1 of 1 Sample Number : 14/ /4874 Test Number : Sampling Method : Date Sampled : Date Tested : 16/06/ /06/ /06/ /06/2014 Lot Number : Material Type : Basecourse Basecourse Sample Location : Pegasus Road Vesta Street Lane Chainage Wheel Path Dmax(mm) Lane Chainage Wheel Path Dmax(mm) Southbound 170 I 0.60 Southbound 0 I 0.74 Southbound 180 O 0.62 Southbound 10 O 0.76 Southbound 190 I 0.54 Southbound 20 I 0.70 Northbound 200 I 0.30 Southbound 30 O 0.72 Northbound 190 O 0.40 Southbound 40 I 0.86 Northbound 180 I 0.66 Southbound 50 O 0.82 Southbound 60 I 0.92 Southbound 70 O 0.74 Southbound 80 I 0.72 Southbound 90 O 0.76 Northbound 100 O 0.94 Northbound 90 I 0.90 Northbound 80 O 0.92 Northbound 70 I 0.86 Northbound 60 O 0.72 Northbound 50 I 0.94 Northbound 40 O 0.34 Northbound 30 I 0.76 Northbound 20 O 0.68 Northbound 10 I 0.62 Mean (mm) : Standard Deviation (mm) : Coefficient of Deviation (%): Characteristic Deflection (mm): Remarks : APPROVED SIGNATORY This document is issued in accordance with NATA's accreditation requirements. Simon Richards - Laboratory Manager NATA Accreditation Number : Document Code RF445-17

97 Benkelman Beam Report Client : Keller Civil Engineering Report Number: CGS/ Address : 1 Balbu Close, Beresfield, NSW, 2322 Report Date : 17/06/2014 Project Name : Stage 47 Order Number : Project Number : CGS/2162 Test Method : RMS T199 Location: Northlakes, Cameron Park Page 1 of 1 Sample Number : 14/ /4872 Test Number : Sampling Method : Date Sampled : Date Tested : 16/06/ /06/ /06/ /06/2014 Lot Number : Material Type : Basecourse Basecourse Sample Location : Road 58 Road 58 Westbound Eastbound Lane Chainage Wheel Path Dmax(mm) Lane Chainage Wheel Path Dmax(mm) Westbound 0 I 0.84 Eastbound 10 I 0.70 Westbound 10 O 0.56 Eastbound 20 O 0.64 Westbound 20 I 0.64 Eastbound 30 I 0.72 Westbound 30 O 0.68 Eastbound 40 O 0.84 Westbound 40 I 0.54 Eastbound 50 I 0.68 Westbound 50 O 0.72 Eastbound 60 O 0.74 Westbound 60 I 0.58 Eastbound 70 I 0.44 Westbound 70 O 0.56 Eastbound 80 O 0.76 Westbound 80 I 0.38 Eastbound 90 I 0.60 Westbound 90 O 0.68 Eastbound 100 O 0.68 Westbound 100 I 0.82 Eastbound 110 I 0.54 Westbound 110 O 0.84 Eastbound 120 O 0.48 Westbound 120 I 0.76 Eastbound 130 I 0.50 Westbound 130 O 0.42 Eastbound 140 O 0.78 Westbound 140 I 0.90 Eastbound 150 I 0.48 Westbound 150 O 0.68 Eastbound 160 O 0.80 Westbound 160 I 0.42 Eastbound 170 I 0.70 Westbound 170 O 0.52 Eastbound 180 O 0.66 Mean (mm) : Standard Deviation (mm) : Coefficient of Deviation (%): Characteristic Deflection (mm): Remarks : APPROVED SIGNATORY This document is issued in accordance with NATA's accreditation requirements. Simon Richards - Laboratory Manager NATA Accreditation Number : Document Code RF445-17

98 Report on Site Classification and Construction Testing Northlakes Estate, Stage 47 Prepared for Northlakes Pty Ltd C/- McCloy Group APPENDIX F CSIRO INFORMATION SHEET BTF 18 CGS Cardno Geotech Solutions August 2014

99 Foundation Maintenance and Footing Performance: A Homeowner s Guide BTF 18 replaces Information Sheet 10/91 Buildings can and often do move. This movement can be up, down, lateral or rotational. The fundamental cause of movement in buildings can usually be related to one or more problems in the foundation soil. It is important for the homeowner to identify the soil type in order to ascertain the measures that should be put in place in order to ensure that problems in the foundation soil can be prevented, thus protecting against building movement. This Building Technology File is designed to identify causes of soil-related building movement, and to suggest methods of prevention of resultant cracking in buildings. Soil Types The types of soils usually present under the topsoil in land zoned for residential buildings can be split into two approximate groups granular and clay. Quite often, foundation soil is a mixture of both types. The general problems associated with soils having granular content are usually caused by erosion. Clay soils are subject to saturation and swell/shrink problems. Classifications for a given area can generally be obtained by application to the local authority, but these are sometimes unreliable and if there is doubt, a geotechnical report should be commissioned. As most buildings suffering movement problems are founded on clay soils, there is an emphasis on classification of soils according to the amount of swell and shrinkage they experience with variations of water content. The table below is Table 2.1 from AS 2870, the Residential Slab and Footing Code. Causes of Movement Settlement due to construction There are two types of settlement that occur as a result of construction: Immediate settlement occurs when a building is first placed on its foundation soil, as a result of compaction of the soil under the weight of the structure. The cohesive quality of clay soil mitigates against this, but granular (particularly sandy) soil is susceptible. Consolidation settlement is a feature of clay soil and may take place because of the expulsion of moisture from the soil or because of the soil s lack of resistance to local compressive or shear stresses. This will usually take place during the first few months after construction, but has been known to take many years in exceptional cases. These problems are the province of the builder and should be taken into consideration as part of the preparation of the site for construction. Building Technology File 19 (BTF 19) deals with these problems. Erosion All soils are prone to erosion, but sandy soil is particularly susceptible to being washed away. Even clay with a sand component of say 10% or more can suffer from erosion. Saturation This is particularly a problem in clay soils. Saturation creates a boglike suspension of the soil that causes it to lose virtually all of its bearing capacity. To a lesser degree, sand is affected by saturation because saturated sand may undergo a reduction in volume particularly imported sand fill for bedding and blinding layers. However, this usually occurs as immediate settlement and should normally be the province of the builder. Seasonal swelling and shrinkage of soil All clays react to the presence of water by slowly absorbing it, making the soil increase in volume (see table below). The degree of increase varies considerably between different clays, as does the degree of decrease during the subsequent drying out caused by fair weather periods. Because of the low absorption and expulsion rate, this phenomenon will not usually be noticeable unless there are prolonged rainy or dry periods, usually of weeks or months, depending on the land and soil characteristics. The swelling of soil creates an upward force on the footings of the building, and shrinkage creates subsidence that takes away the support needed by the footing to retain equilibrium. Shear failure This phenomenon occurs when the foundation soil does not have sufficient strength to support the weight of the footing. There are two major post-construction causes: Significant load increase. Reduction of lateral support of the soil under the footing due to erosion or excavation. In clay soil, shear failure can be caused by saturation of the soil adjacent to or under the footing. GENERAL DEFINITIONS OF SITE CLASSES Class A S M H E A to P P Foundation Most sand and rock sites with little or no ground movement from moisture changes Slightly reactive clay sites with only slight ground movement from moisture changes Moderately reactive clay or silt sites, which can experience moderate ground movement from moisture changes Highly reactive clay sites, which can experience high ground movement from moisture changes Extremely reactive sites, which can experience extreme ground movement from moisture changes Filled sites Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise

100 Tree root growth Trees and shrubs that are allowed to grow in the vicinity of footings can cause foundation soil movement in two ways: Roots that grow under footings may increase in cross-sectional size, exerting upward pressure on footings. Roots in the vicinity of footings will absorb much of the moisture in the foundation soil, causing shrinkage or subsidence. Trees can cause shrinkage and damage Unevenness of Movement The types of ground movement described above usually occur unevenly throughout the building s foundation soil. Settlement due to construction tends to be uneven because of: Differing compaction of foundation soil prior to construction. Differing moisture content of foundation soil prior to construction. Movement due to non-construction causes is usually more uneven still. Erosion can undermine a footing that traverses the flow or can create the conditions for shear failure by eroding soil adjacent to a footing that runs in the same direction as the flow. Saturation of clay foundation soil may occur where subfloor walls create a dam that makes water pond. It can also occur wherever there is a source of water near footings in clay soil. This leads to a severe reduction in the strength of the soil which may create local shear failure. Seasonal swelling and shrinkage of clay soil affects the perimeter of the building first, then gradually spreads to the interior. The swelling process will usually begin at the uphill extreme of the building, or on the weather side where the land is flat. Swelling gradually reaches the interior soil as absorption continues. Shrinkage usually begins where the sun s heat is greatest. Effects of Uneven Soil Movement on Structures Erosion and saturation Erosion removes the support from under footings, tending to create subsidence of the part of the structure under which it occurs. Brickwork walls will resist the stress created by this removal of support by bridging the gap or cantilevering until the bricks or the mortar bedding fail. Older masonry has little resistance. Evidence of failure varies according to circumstances and symptoms may include: Step cracking in the mortar beds in the body of the wall or above/below openings such as doors or windows. Vertical cracking in the bricks (usually but not necessarily in line with the vertical beds or perpends). Isolated piers affected by erosion or saturation of foundations will eventually lose contact with the bearers they support and may tilt or fall over. The floors that have lost this support will become bouncy, sometimes rattling ornaments etc. Seasonal swelling/shrinkage in clay Swelling foundation soil due to rainy periods first lifts the most exposed extremities of the footing system, then the remainder of the perimeter footings while gradually permeating inside the building footprint to lift internal footings. This swelling first tends to create a dish effect, because the external footings are pushed higher than the internal ones. The first noticeable symptom may be that the floor appears slightly dished. This is often accompanied by some doors binding on the floor or the door head, together with some cracking of cornice mitres. In buildings with timber flooring supported by bearers and joists, the floor can be bouncy. Externally there may be visible dishing of the hip or ridge lines. As the moisture absorption process completes its journey to the innermost areas of the building, the internal footings will rise. If the spread of moisture is roughly even, it may be that the symptoms will temporarily disappear, but it is more likely that swelling will be uneven, creating a difference rather than a disappearance in symptoms. In buildings with timber flooring supported by bearers and joists, the isolated piers will rise more easily than the strip footings or piers under walls, creating noticeable doming of flooring. As the weather pattern changes and the soil begins to dry out, the external footings will be first affected, beginning with the locations where the sun s effect is strongest. This has the effect of lowering the external footings. The doming is accentuated and cracking reduces or disappears where it occurred because of dishing, but other cracks open up. The roof lines may become convex. Doming and dishing are also affected by weather in other ways. In areas where warm, wet summers and cooler dry winters prevail, water migration tends to be toward the interior and doming will be accentuated, whereas where summers are dry and winters are cold and wet, migration tends to be toward the exterior and the underlying propensity is toward dishing. Movement caused by tree roots In general, growing roots will exert an upward pressure on footings, whereas soil subject to drying because of tree or shrub roots will tend to remove support from under footings by inducing shrinkage. Complications caused by the structure itself Most forces that the soil causes to be exerted on structures are vertical i.e. either up or down. However, because these forces are seldom spread evenly around the footings, and because the building resists uneven movement because of its rigidity, forces are exerted from one part of the building to another. The net result of all these forces is usually rotational. This resultant force often complicates the diagnosis because the visible symptoms do not simply reflect the original cause. A common symptom is binding of doors on the vertical member of the frame. Effects on full masonry structures Brickwork will resist cracking where it can. It will attempt to span areas that lose support because of subsided foundations or raised points. It is therefore usual to see cracking at weak points, such as openings for windows or doors. In the event of construction settlement, cracking will usually remain unchanged after the process of settlement has ceased. With local shear or erosion, cracking will usually continue to develop until the original cause has been remedied, or until the subsidence has completely neutralised the affected portion of footing and the structure has stabilised on other footings that remain effective. In the case of swell/shrink effects, the brickwork will in some cases return to its original position after completion of a cycle, however it is more likely that the rotational effect will not be exactly reversed, and it is also usual that brickwork will settle in its new position and will resist the forces trying to return it to its original position. This means that in a case where swelling takes place after construction and cracking occurs, the cracking is likely to at least partly remain after the shrink segment of the cycle is complete. Thus, each time the cycle is repeated, the likelihood is that the cracking will become wider until the sections of brickwork become virtually independent. With repeated cycles, once the cracking is established, if there is no other complication, it is normal for the incidence of cracking to stabilise, as the building has the articulation it needs to cope with the problem. This is by no means always the case, however, and monitoring of cracks in walls and floors should always be treated seriously. Upheaval caused by growth of tree roots under footings is not a simple vertical shear stress. There is a tendency for the root to also exert lateral forces that attempt to separate sections of brickwork after initial cracking has occurred.

101 The normal structural arrangement is that the inner leaf of brickwork in the external walls and at least some of the internal walls (depending on the roof type) comprise the load-bearing structure on which any upper floors, ceilings and the roof are supported. In these cases, it is internally visible cracking that should be the main focus of attention, however there are a few examples of dwellings whose external leaf of masonry plays some supporting role, so this should be checked if there is any doubt. In any case, externally visible cracking is important as a guide to stresses on the structure generally, and it should also be remembered that the external walls must be capable of supporting themselves. Effects on framed structures Timber or steel framed buildings are less likely to exhibit cracking due to swell/shrink than masonry buildings because of their flexibility. Also, the doming/dishing effects tend to be lower because of the lighter weight of walls. The main risks to framed buildings are encountered because of the isolated pier footings used under walls. Where erosion or saturation cause a footing to fall away, this can double the span which a wall must bridge. This additional stress can create cracking in wall linings, particularly where there is a weak point in the structure caused by a door or window opening. It is, however, unlikely that framed structures will be so stressed as to suffer serious damage without first exhibiting some or all of the above symptoms for a considerable period. The same warning period should apply in the case of upheaval. It should be noted, however, that where framed buildings are supported by strip footings there is only one leaf of brickwork and therefore the externally visible walls are the supporting structure for the building. In this case, the subfloor masonry walls can be expected to behave as full brickwork walls. Effects on brick veneer structures Because the load-bearing structure of a brick veneer building is the frame that makes up the interior leaf of the external walls plus perhaps the internal walls, depending on the type of roof, the building can be expected to behave as a framed structure, except that the external masonry will behave in a similar way to the external leaf of a full masonry structure. Water Service and Drainage Where a water service pipe, a sewer or stormwater drainage pipe is in the vicinity of a building, a water leak can cause erosion, swelling or saturation of susceptible soil. Even a minuscule leak can be enough to saturate a clay foundation. A leaking tap near a building can have the same effect. In addition, trenches containing pipes can become watercourses even though backfilled, particularly where broken rubble is used as fill. Water that runs along these trenches can be responsible for serious erosion, interstrata seepage into subfloor areas and saturation. Pipe leakage and trench water flows also encourage tree and shrub roots to the source of water, complicating and exacerbating the problem. Poor roof plumbing can result in large volumes of rainwater being concentrated in a small area of soil: Incorrect falls in roof guttering may result in overflows, as may gutters blocked with leaves etc. Corroded guttering or downpipes can spill water to ground. Downpipes not positively connected to a proper stormwater collection system will direct a concentration of water to soil that is directly adjacent to footings, sometimes causing large-scale problems such as erosion, saturation and migration of water under the building. Seriousness of Cracking In general, most cracking found in masonry walls is a cosmetic nuisance only and can be kept in repair or even ignored. The table below is a reproduction of Table C1 of AS AS 2870 also publishes figures relating to cracking in concrete floors, however because wall cracking will usually reach the critical point significantly earlier than cracking in slabs, this table is not reproduced here. Prevention/Cure Plumbing Where building movement is caused by water service, roof plumbing, sewer or stormwater failure, the remedy is to repair the problem. It is prudent, however, to consider also rerouting pipes away from the building where possible, and relocating taps to positions where any leakage will not direct water to the building vicinity. Even where gully traps are present, there is sometimes sufficient spill to create erosion or saturation, particularly in modern installations using smaller diameter PVC fixtures. Indeed, some gully traps are not situated directly under the taps that are installed to charge them, with the result that water from the tap may enter the backfilled trench that houses the sewer piping. If the trench has been poorly backfilled, the water will either pond or flow along the bottom of the trench. As these trenches usually run alongside the footings and can be at a similar depth, it is not hard to see how any water that is thus directed into a trench can easily affect the foundation s ability to support footings or even gain entry to the subfloor area. Ground drainage In all soils there is the capacity for water to travel on the surface and below it. Surface water flows can be established by inspection during and after heavy or prolonged rain. If necessary, a grated drain system connected to the stormwater collection system is usually an easy solution. It is, however, sometimes necessary when attempting to prevent water migration that testing be carried out to establish watertable height and subsoil water flows. This subject is referred to in BTF 19 and may properly be regarded as an area for an expert consultant. Protection of the building perimeter It is essential to remember that the soil that affects footings extends well beyond the actual building line. Watering of garden plants, shrubs and trees causes some of the most serious water problems. For this reason, particularly where problems exist or are likely to occur, it is recommended that an apron of paving be installed around as much of the building perimeter as necessary. This paving CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS Description of typical damage and required repair Approximate crack width Damage limit (see Note 3) category Hairline cracks <0.1 mm 0 Fine cracks which do not need repair <1 mm 1 Cracks noticeable but easily filled. Doors and windows stick slightly <5 mm 2 Cracks can be repaired and possibly a small amount of wall will need 5 15 mm (or a number of cracks 3 to be replaced. Doors and windows stick. Service pipes can fracture. 3 mm or more in one group) Weathertightness often impaired Extensive repair work involving breaking-out and replacing sections of walls, mm but also depend 4 especially over doors and windows. Window and door frames distort. Walls lean on number of cracks or bulge noticeably, some loss of bearing in beams. Service pipes disrupted

102 Gardens for a reactive site should extend outwards a minimum of 900 mm (more in highly reactive soil) and should have a minimum fall away from the building of 1:60. The finished paving should be no less than 100 mm below brick vent bases. It is prudent to relocate drainage pipes away from this paving, if possible, to avoid complications from future leakage. If this is not practical, earthenware pipes should be replaced by PVC and backfilling should be of the same soil type as the surrounding soil and compacted to the same density. Except in areas where freezing of water is an issue, it is wise to remove taps in the building area and relocate them well away from the building preferably not uphill from it (see BTF 19). It may be desirable to install a grated drain at the outside edge of the paving on the uphill side of the building. If subsoil drainage is needed this can be installed under the surface drain. Condensation In buildings with a subfloor void such as where bearers and joists support flooring, insufficient ventilation creates ideal conditions for condensation, particularly where there is little clearance between the floor and the ground. Condensation adds to the moisture already present in the subfloor and significantly slows the process of drying out. Installation of an adequate subfloor ventilation system, either natural or mechanical, is desirable. Warning: Although this Building Technology File deals with cracking in buildings, it should be said that subfloor moisture can result in the development of other problems, notably: Water that is transmitted into masonry, metal or timber building elements causes damage and/or decay to those elements. High subfloor humidity and moisture content create an ideal environment for various pests, including termites and spiders. Where high moisture levels are transmitted to the flooring and walls, an increase in the dust mite count can ensue within the living areas. Dust mites, as well as dampness in general, can be a health hazard to inhabitants, particularly those who are abnormally susceptible to respiratory ailments. The garden The ideal vegetation layout is to have lawn or plants that require only light watering immediately adjacent to the drainage or paving edge, then more demanding plants, shrubs and trees spread out in that order. Overwatering due to misuse of automatic watering systems is a common cause of saturation and water migration under footings. If it is necessary to use these systems, it is important to remove garden beds to a completely safe distance from buildings. Existing trees Where a tree is causing a problem of soil drying or there is the existence or threat of upheaval of footings, if the offending roots are subsidiary and their removal will not significantly damage the tree, they should be severed and a concrete or metal barrier placed vertically in the soil to prevent future root growth in the direction of the building. If it is not possible to remove the relevant roots without damage to the tree, an application to remove the tree should be made to the local authority. A prudent plan is to transplant likely offenders before they become a problem. Information on trees, plants and shrubs State departments overseeing agriculture can give information regarding root patterns, volume of water needed and safe distance from buildings of most species. Botanic gardens are also sources of information. For information on plant roots and drains, see Building Technology File 17. Excavation Excavation around footings must be properly engineered. Soil supporting footings can only be safely excavated at an angle that allows the soil under the footing to remain stable. This angle is called the angle of repose (or friction) and varies significantly between soil types and conditions. Removal of soil within the angle of repose will cause subsidence. Remediation Where erosion has occurred that has washed away soil adjacent to footings, soil of the same classification should be introduced and compacted to the same density. Where footings have been undermined, augmentation or other specialist work may be required. Remediation of footings and foundations is generally the realm of a specialist consultant. Where isolated footings rise and fall because of swell/shrink effect, the homeowner may be tempted to alleviate floor bounce by filling the gap that has appeared between the bearer and the pier with blocking. The danger here is that when the next swell segment of the cycle occurs, the extra blocking will push the floor up into an accentuated dome and may also cause local shear failure in the soil. If it is necessary to use blocking, it should be by a pair of fine wedges and monitoring should be carried out fortnightly. This BTF was prepared by John Lewer FAIB, MIAMA, Partner, Construction Diagnosis. The information in this and other issues in the series was derived from various sources and was believed to be correct when published. The information is advisory. It is provided in good faith and not claimed to be an exhaustive treatment of the relevant subject. Further professional advice needs to be obtained before taking any action based on the information provided. Distributed by CSIRO PUBLISHING PO Box 1139, Collingwood 3066, Australia Freecall Tel (03) Fax (03) publishing.sales@csiro.au CSIRO Unauthorised copying of this Building Technology file is prohibited