Geotech Solutions GEOTECHNICAL INVESTIGATION IRONBARK RIDGE - STAGE 2A, 3B & 5 MUSWELLBROOK. Prepared for McCloy Group.

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1 Φ Geotech Solutions Geotech Solutions Pty Ltd ABN: P.O Box 4224, Edgeworth 2285 Unit 4/5 Arunga r, Beresfield 2322 [P] [F] [E] GEOTECHNICAL INVESTIGATION IRONBARK RIGE - STAGE 2A, 3B & 5 MUSWELLBROOK Prepared for McCloy Group Prepared by Geotech Solutions Pty Ltd GS Ref: /0 July 2011

2 Page i Contents 1 INTROUCTION SITE ESCRIPTION FIEL AN LABORATORY INVESTIGATION INVESTIGATION FININGS REGIONAL GEOLOGY FIEL INVESTIGATION LABORATORY TEST RESULTS ISCUSSION AN RECOMMENATIONS PAVEMENT ESIGN ESIGN TRAFFIC LOAINGS SUBGRAE CONITIONS SUBSOIL RAINAGE EXPANSIVE SOILS PAVEMENT COMPOSITIONS SUBGRAE PREPARATION PAVEMENT CONSTRUCTION ETENTION BASIN ISCUSSION LIMITATIONS REFERENCES APPENIX A RAWINGS APPENIX B ENGINEERING LOGS GENERAL SOIL ESCRIPTION SHEET APPENIX C LABORATORY TEST RESULTS McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

3 Φ Geotech Solutions Geotech Solutions Pty Ltd ABN: P.O Box 4224, Edgeworth 2285 Unit 4/5 Arunga r, Beresfield 2322 [P] [F] [E] GS /0 13 July 2011 McCloy Group Pty Ltd PO Box angar NSW 2309 Attention: Shane Boslem GEOTECHNICAL INVESTIGATION IRONBARK RIGE- STAGES 2, 3B & 5 MUSWELLBROOK 1 INTROUCTION This report presents the findings of pavement thickness investigation undertaken for the McCloy Group associated with Stages 2, 3B & 5 of the residential subdivision known as Ironbark Ridge, Muswellbrook. The investigation was required in order to provide comment on the existing subgrade conditions in the proposed subdivision road alignments, including pavement thickness design and general issues regarding construction and earthworks. For the purpose of the investigation plan and long section design drawings, MM Hyndes Bailey & Co. Ref dated June 2011 were supplied by the client.

4 Page 2 2 SITE ESCRIPTION The proposed development encompasses Stages 2, 3B & 5 of Ironbark Ridge residential estate and comprises the part construction of sections of four (4) rural residential roads. Construction will comprise approximately 1500 m of pavement and fifty one (51) rural/residential lots. Stage 2, 3B & 5 are located to the south of Ironbark Road adjacent stages 2A and 3C of the Ironbark Ridge Estate. Topographically the site is located within regionally gentle to moderately undulating terrain with slopes falling to the south west. The alignment of the proposed roads 2, 5 & 7 are oriented generally parallel to the site slopes with while Road 3 is located towards the base and generally perpendicular to the predominate site slopes. Roads 2 and 7 follow ridgelines and road 5 follows a gully. Some rock outcrops were noted at the higher elevations in Road 2 and on the southern end of Road 3 & 7. Road 3 traverses a small rural dam around the intersection with Road 3, at approximate CH 520. Vegetation predominately comprised cleared open pasture, with thick grass cover along with some mature native trees. Isolated thicker vegetation was noted predominately within the southern end of Roads 3 & 7. Surface drainage would be expected to follow surface contours, falling either side of the ridgeline along Roads 2 and 7, with the majority of surface drainage eventually draining south-westerly to a proposed detention basin in Stage 5. Existing fill areas were noted during fieldwork and comprised contour drains in the natural gully in the Road 5 alignment and the dam wall construction in Road 3. Stockpiled spoil material understood to have been generated from previous stages was observed at the top of the Road 5 alignment. A backfilled trench associated with the sewer installation was also noted along the Road 3 alignment. 3 FIEL AN LABORATORY INVESTIGATION Field investigation work was undertaken on 2 May 2011 and involved excavation of twelve (12) test pits (TP-TP111) at the following locations: TP-TP108, TP110 and TP111 at locations along the proposed road alignment to characterize subgrade conditions with samples collected for laboratory testing at assumed subgrade depth; and Test pits TP109 at the proposed detention basin in Stage 5. A Komatsu 4t mini excavator with a 300mm toothed bucket was utilised for the excavation of test pits to a target depth of 1.5m in the road alignments and 2m in the detention basin. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

5 Page 3 The approximate locations of test pits TP-TP111 is shown on rawing 1 attached as Appendix A. The results of field investigation are summarised in Section 4.2 with detailed logs attached in Appendix B. Laboratory analysis comprised testing of samples recovered from test pits at approximate subgrade depths in the road alignments. etails of the laboratory testing are shown on the test results sheets attached in Appendix C and results are summarised in Section INVESTIGATION FININGS 4.1 REGIONAL GEOLOGY Reference to the Hunter Coalfields Regional Geology Map, Geological series sheet 9033 and part of 9133, 9032 and 9132 Second Edition 1993, indicates that the site is located within the Middle Permian Age rock of the Greta Coal Measures in the vicinity of the Rowan Formation. The formation is known to comprise rock types and soils derived from coal seams, siltstone and sandstone. 4.2 FIEL INVESTIGATION At the time of the field investigation, natural surface conditions across the site were generally characterised by sandy/clayey silt, silty sand and silty clay topsoil materials, overlying residual silty clays to silty sandy clays. The majority of the pits were terminated in hard silty clay which was grading to an extremely weathered extremely low strength siltstone or sandstone. While the excavator encountered greater digging resistance it was not refused. So while rock structure was evident, the material encountered prior to termination depth could be considered as a soil for excavation purposes. A general summary of the subsurface conditions encountered in the test pits is shown in Table 1. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

6 Page 4 Table 1 - Summary of subsurface conditions encountered in test pits Test pit Road & Chainage Topsoil epth (m) epth to rock (m) Practical Refusal (m) Summary of subsurface profile TP R 3 /Ch Topsoil; Sandy Silty CLAY; SANSTONE/SILTSTONE TP101 R 3 /Ch (1) Cobbles & gravel; Sandy Silty CLAY; TP102 R 3 /Ch430 TP103 R 3 /Ch Fill (Silty CLAY); Silty Sandy CLAY; SANSTONE (1) Topsoil; Silty Sand; Silty CLAY; Silty CLAY TP104 R 3 /Ch (1) Topsoil; Silty CLAY; Silty CLAY TP105 R 3 /Ch810 TP106 R 2 /Ch125 TP107 R 2 /Ch255 TP108 R 2 /Ch (1) Topsoil; Sandy Silt; Silty CLAY; SANSTONE (2) Topsoil; Silty CLAY; SANSTONE (1) Topsoil; Silty CLAY; SANSTONE (1) Topsoil; Silty CLAY; SANSTONE TP109 TP110 etention Basin R 5/Ch Topsoil; Sandy Silt; Silty CLAY Silty CLAY TP111 R 5 /Ch90 Fill (Silty CLAY); Sandy Silt; Silty CLAY Notes to Table (1) Rock structure observed within hard silty clay (2) Refusal on one end of pit higher than the other Groundwater was not encountered in any of the test pit locations at the time of the field investigation. It should be noted that groundwater levels are likely to fluctuate with variations in climatic conditions. Table 1 are a general summary of the subsurface conditions encountered in the test pits. For a more detail description, reference should be made to the report log sheets and explanatory notes, which are attached in Appendix B. Notwithstanding, the above conditions across the site could vary from those encountered in the test pits. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

7 Page LABORATORY TEST RESULTS etails of the laboratory testing conducted on samples obtained from test pits are shown on the laboratory test results sheets attached in Appendix C, and are summarised in Table 2 and Table 3. The results of standard compaction and CBR testing undertaken on samples of likely subgrade soils are summarised in Table 2. Samples were compacted to a target dry density ratio of % Standard at standard optimum moisture content, surcharged with 4.5kg and soaked for 4 days. Table 2 - Summary of compaction and CBR test results Test Pit epth (m) Soil Type FMC (%) SM (t/m 3 ) SOMC (%) CBR (%) Swell (%) TP Silty CLAY TP Silty CLAY TP Silty CLAY TP Silty CLAY Notes to Table 2 FMC Field Moisture Content SM Maximum ry ensity (Standard compaction) SOMC Standard Optimum Moisture Content CBRCalifornia Bearing Ratio The results summarised in Table 2 indicate that the field moisture content of the subgrade materials tested ranged from dry to slightly dry of standard optimum moisture content at the time of the field investigation. The potential swell indicates the clay soils encountered are in the slightly to highly expansive range, with the CBR results indicating that the subgrade is of relatively low strength. The results of the electrical conductivity (EC) tests undertaken on samples of the residual silty clay soils encountered in the proposed detention basin are summarised in Table 3. Table 3 Summary of EC test results Notes to Table 2 Test Pit epth (m) Soil Type EC (µs/cm) TP Silty CLAY 138 TP Silty CLAY 238 EC Electrical Conductivity McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

8 Page 6 For further detail of the laboratory testing, reference should be made to the laboratory test results sheets attached in Appendix C. 5 ISCUSSION AN RECOMMENATIONS 5.1 PAVEMENT ESIGN ESIGN TRAFFIC LOAINGS Advice on design traffic loadings for the internal roads from Mr Siva Karthigesh, esign Engineer from Muswellbrook Shire Council (MSC) indicated that the design should be undertaken in accordance with Table 4 of MSC draft construction specification [Ref 1]. The design traffic loadings for the internal road are shown in Table. Table 4 - esign Traffic Loadings Road Name Road Type esign Traffic (ESA s) Road 2 Rural/Residential 3 x 10 5 Road 3 Rural/Residential 3 x 10 5 Road 5 Rural/Residential 3 x 10 5 If advice indicates different traffic loadings to those for which pavement design has been undertaken, the pavement design may need to be reviewed SUBGRAE CONITIONS Based on the subsurface conditions encountered in the test pits and the supplied long sections, subgrade conditions across the site of the proposed subdivision are generally expected to comprise residual clay filling, silty sand, and silty sandy clays over sandstone/siltstone bedrock. The residual clay soils could generally be expected to be the critical subgrade materials for the purpose of pavement thickness design. The majority of the road pavements will be in minor cut or fill. The results of the laboratory CBR testing (summarised on Table 2) indicated soaked CBR values in the order of 2.0% to 5.0% for the subgrade materials encountered, when compacted to % relative density using standard compactive effort. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

9 Page 7 Taking into consideration the surcharge of the overlying pavement a CBR of 3 % would be considered appropriate for design. Given the reactivity of the site clays, and the lower CBR values it is recommended that the subgrade be in-situ stabilised to aid in minimising reactive movements associated with climatic moisture changes. It is essential that trafficking of the subgrade be minimised or limited to construction traffic involved in the pavement construction. While site conditions were dry at the time of the investigation, trafficking of the subgrade particularly in an elevated moisture state will lead to excessive pore pressure development and permanent deformation of the subgrade. It is noted from the laboratory testing that the lower areas of the site and the gully area had higher moisture content than the more elevated site soils. Similarly silty sands (slopewash) were noted to a depth of 0.4m in the proposed sag point in Road 3 around Ch540. While some rock was encountered during test pitting it was not consistent over any observed length of the proposed pavement alignments and as such, the pavement thickness design allows for a clay subgrade. Should consistent weathered rock be encountered over sections of the road the need for lime stabilisation may be reassessed. It should be appreciated that a lot of the weathered rock in the test pits comprises extremely low strength siltstone which when reworked will produce a plastic silty clay SUBSOIL RAINAGE The subgrade should be constructed with sufficient cross fall (normally 3%) to assist with any moisture entering the pavement not becoming trapped. The pavement design provided assumes drained pavement conditions. The selection of appropriate construction materials that are insensitive to moisture change is essential in areas subject to periodic inundation, even if for relative short periods of time. It is understood that some sections of the proposed internal pavement will be constructed such that surface runoff will drain to the lots and will follow natural contours away from the pavement on both sides of the road (i.e. Road 2 & 7). Provided that the surface water does not pond adjacent to the road no specific additional subsoil drainage would be required. However this should be subject to assessment during construction. Subsurface drainage should be provided to protect the constructed pavements of the remaining roads in accordance with MSC s AUS-SPEC[1]. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

10 Page EXPANSIVE SOILS CBR test results indicate that the subgrade material is of low strength and the clays have moderate to high swell potential as defined in Table 5.2 of AUSTROAS 08 [3]. The subgrade would have substantial potential for volume change due to moisture variations and strategies to minimise volume change as outline in clause of AUSTROAS 2008 [3] should be employed including. The specific considerations in relation to expansive soils should include but not limited to: Specification of a moisture content range for preparation of the subgrade; The need for subsoil drainage to not be located in the expansive soils; The need for a low permeability lower subbase / select layer; Recommendation for sealed shoulders and impermeable verge material; Recommend appropriate construction techniques; and Reduction of the volume expansion potential of the expansive soils by lime stabilisation. It is recommended that the subgrade be lime stabilised to aid in reducing the impact of the reactive subgrade PAVEMENT COMPOSITIONS Pavement design for the internal roads have been undertaken in accordance with guidelines indicated in AUSTROAS 2008 AGPT02/08 [Ref 2] and using design chart Figure 8.4 with 95% confidence level used for calculation of pavement thicknesses. Two thickness designs based on construction on a CBR 3.0% clay subgrade or a clay subgrade which is lime stabilised. Pavement compositions for the proposed internal roads are shown on Table 5 and Table 6. Given the reactivity of the subgrade clay lime stabilisation would be the preferred option. The subgrade will require inspection by an experienced geotechnical consultant at preliminary boxing depth, prior to final trimming of subgrade, in order to assess the potential requirement for a select layer or localised treatment of soft zones. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

11 Page 9 Table 5 - Pavement compositions proposed internal road ROA Road 2 Road 3 Road 5 Wearing Course (mm) Two coat seal Two coat seal Two coat seal Basecourse (mm) Subbase (mm) Total Thickness (mm) Subgrade (lime stabilised) CBR min 3.0% CBR min 3.0% CBR min 3.0% Allowable ESAs 3 x x x 10 5 Table 6 - Pavement compositions proposed internal road (lime stabilised subgrade) ROA Road 2 Road 3 Road 5 Wearing Course (mm) Two coat seal Two coat seal Two coat seal Basecourse (mm) Subbase (mm) Lime stabilised subgrade (mm) Total Thickness (mm) Subgrade (lime stabilised) CBR min 7.0% CBR min 7.0% CBR min 7.0% Allowable ESAs 3 x x x 10 5 McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

12 Page 10 The pavement thicknesses shown in Table 6 are based on the assumption of a subgrade CBR of minimum 7% following stabilisation with hydrated lime. Further testing is required to confirm actual percentage of lime required; however, based on previous experience, 3% (by weight) should be satisfactory to achieve the design CBR of 7%. Table 7 - Pavement Materials and Compaction Requirements Pavement Course Material Specification Compaction Requirements Wearing course Basecourse High quality crushed rock or base quality gravel Sub-base Sub-base quality gravel Fill Select subgrade or subgrade replacement Subgrade Material complying MSC s AUS-SPEC[1] Material complying with Clause 5.17 MSC s AUS-SPEC[1]CBR 80% PI 6% Material complying with Clause 5.17 MSC s AUS-SPEC[1] CBR 30% PI 12% CBR 7% minimum Min CBR 3.0% or 7% when lime stabilised Material complying MSC s AUS-SPEC[4] Min 98% Modified (AS ) Min 95% Modified (AS ) Min % Standard (AS ) Min % Standard (AS ) Notes to Table CBR California Bearing Ratio PI Plasticity index The moisture regime associated with a pavement has a significant influence on the performance of the pavement since the stiffness /strength of the pavement materials and subgrade is very dependent on the moisture content of the materials. Accordingly, to protect the pavement materials and subgrade from wetting up and softening, particular care would be required to provide a waterproof seal for the pavement materials and adequate surface and sub-surface drainage of the pavement and adjacent area SUBGRAE PREPARATION Subgrade preparation for pavement formation for new pavements could generally be expected to comprise the following: Removal of topsoil, existing filling and slopewash and excavation (where required) to subgrade formation level, with the spoiling of any deleterious material; Proof rolling of the exposed subgrade with a heavy (minimum 10 tonne static) roller. Any soft or weak areas detected during the proof rolling should be excavated and replaced with a suitable compacted fill / subgrade replacement. epending on the depth below design subgrade levels some areas of unsuitable material could be expected around the Road 3/5 intersection; McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

13 Page 11 It is anticipated that some area of the subgrade may contain coarser gravel and rock fragments which may need to be removed prior to In-situ stabilisation; In-situ stabilisation to comprise spreading of the lime uniformly over the full formation width to the target percentage by weight. Undertake at least two passes with a dedicated insitu pulvi-mixer to achieve satisfactory mixing; Compaction of the subgrade to achieve a minimum dry density ratio of % Standard; Protection of subgrade to prevent any excessive wetting or drying of the subgrade; and Formation of the pavement in accordance with the above recommendations and specifications. Based on the supplied long sections the design pavement levels are generally above existing surface levels. While some coarser gravel or rock fragments are likely to be encountered, uniform rock is not expected to be encountered during pavement construction. However, given the variation in rock levels and strength in the test pits, there still is some potential for rock to be encountered. Rock encountered at subgrade levels should be treated by ripping to a minimum depth of 300mm below subgrade formation level and compaction of the ripped rock subgrade to achieve a minimum dry density ratio of % Standard. Any abrupt changes between subgrade conditions, such as transition from rock subgrade to soil subgrade or sand / clayey sand (extremely weathered decomposed sandstone) subgrade, should be eliminated during subgrade preparation. This could be expected to involve subgrade preparation practices such as selective grading or mixing of material to provide a transition between material types and moisture / density control of subgrade compaction. This is particularly relevant where gravelly bands/pebbly sandstone are observed, as they will provide potential pathways for groundwater to enter the pavement. Particular care should be taken in the choice of compaction equipment and methods where pavement construction is to be undertaken in the vicinity of existing residences. Observation and monitoring of existing adjacent residences for any signs of distress should be undertaken in conjunction with proof rolling and compaction of the subgrade and pavement materials PAVEMENT CONSTRUCTION Pavements should be constructed in accordance with the requirements of MSC s AUS- SPEC[1]., using recommendations in Section 5 of this report. Where recommendations differ from MCC guidelines to that shown in this report, council requirements should take precedence or clarification sought. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

14 Page 12 6 ETENTION BASIN It is understood that a detention basin is proposed for construction as part of Stage 5. A single test pit TP009 was excavated in the pegged centre of the proposed basin. A residual clay soil was encountered over the 2m depth of the test pit. Samples of the surficial soil and deeper soil profile were tested in the Laboratory for EC with the results indicating soils have an EC e of less than 2 ds/m and therefore non saline. At the time of investigation limited information was available in relation to the proposed basin or its design Excavations for the proposed basin could be readily undertaken using conventional excavation equipment. The design and construction of the basin should be undertaken in accordance with the requirements of MSC s AUS-SPEC[1]. 7 ISCUSSION A pavement design has been provided for the internal roads on the basis of construction on clay subgrade with two options detailed. Given potential reactivity issues it is recommended that the lime stabilised subgrade option be adopted. ue to the reactivity of the subgrade, which is in the moderate to highly expansive classification range as defined in Table 5.2 of Austroads 2008 [3], reference should be made to design consideration outlined in Section of this report. Subgrade inspection should be undertaken during boxing as it is anticipated that subgrade conditions will vary along the various roads with some bands of gravelly or weathered rock expected and additional treatment may be required. 8 LIMITATIONS The extent of testing associated with the site classifications is limited to discrete test pit locations, and variations in ground conditions can occur between and away from such locations. Site classifications are based on the presumption of similar subsurface conditions between test pits location. A geotechnical consultant or qualified engineer should inspect footing and excavation to confirm assumed conditions in this assessment. If subsurface conditions encountered during construction differ from those given in this report, further advice should be sought without delay. This report and associated documentation and the information herein have been prepared solely for the use of McCloy Group Pty Ltd and any reliance assumed by other parties on this report shall be at such parties own risk. McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

15 Page 13 Yours faithfully, GEOTECH SOLUTIONS PTY LT Ian Piper Associate James Young Principal REFERENCES [1] Muswellbrook Shire Council AUS-SPEC (OCT 09) Muswellbrook Shire Council raft September 2010 [2] AGPT02/08 Guide to Pavement Technology Part 2: Pavement Structural AUSTROAS (2008). McCloy Group Pty Ltd Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: /0 July 2011 Φ Geotech Solutions Pty Ltd

16 Appendix A rawing

17 SITE TP106 NOTES: TP108 TP107 rawing adapted from MM Hyndes, Bailey & Co, Plan showing proposed lot layout, Sheet 1, Job Ref , dated February 2010 TP105 TP104 TP103 TP111 TP110 TP102 TP109 TP101 TP LEGEN: Approximate test pit locations and numbers Ф Geotech Solutions Pty Ltd Unit 4, 5 Arunga rive, Beresfield NSW 2322 GEOTECHNICAL INVESTIGATION PROPOSE RESIENTIAL EVELOPMENT IRONBARK RIGE, MUSWELLBROOK CLIENT: McCloy Group Pty Ltd PROJECT REFERENCE: GS928 RAWING NUMBER: RAWN BY: NR APPROVE BY: IGP ATE: 15 June 2011 SCALE: NTS OFFICE: Beresfield

18 Appendix B Engineering Logs General Soil escription Sheet

19 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH 240 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL, Silty CLAY, brown, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) STRUCTURE & Other Observations VSt 0.15m Sandy Silty CLAY, very stiff, brown, dry, medium to high plasticity Grassed Area, Mature trees 0.5 Not Encountered 0.70m B 0.80m 0.70m SANSTONE / SILTSTONE, yellow brown extremely weathered extremely low strength 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m Testpit TP terminated at 1.50 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY XW VL - Very Loose L - Loose M - Medium ense - ense V - Very ense EL - VL GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP Page 1 OF 1

20 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH 330 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP101 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components GRAVEL / COBBLES, red brown (iron cement siltstone rock) dry, MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) Bare ground no topsoil adjacent stand of 2-4 m saplings 0.40m Silty CLAY, mottled yellow brown grey, dry, with trace sand, with rock lenses 0.50m Not Encountered STRUCTURE & Other Observations GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m Testpit TP101 terminated at 1.50 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP101 Page 1 OF 1

21 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH 430 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP102 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components FILL, Silty CLAY, brown, medium to high plasticity, dry, with trace coarse gravel MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / VSt YNAMIC PENETROMETER HAN PENETRO- METER (kpa) STRUCTURE & Other Observations 0.10m FILL, Silty CLAY, yellow brown grey, dry to moist, with trace of sand and some coarse gravel,medium to high plasticity Toe of damwall/spillway to M Not Encountered 0.35m SIlty CLAY, yellow brown grey, dry to moist, with trace of sand and some coarse gravel,medium to high plasticity 0.5 to M 0.70m becoming weathered sandstone Testpit TP102 terminated at 0.70 m Refusal 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP102 Page 1 OF 1

22 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH 540 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP103 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL, Silty SAN, brown, fine grained sand, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) m Silty SAN, brown, fine grained sand, dry Further adjacent test pitting at CH 570 confirmed the presence of the deeper silty sand 0.40m Silty CLAY, brown, dry to moist, very stiff, high plasticity, with trace siltstone gravel 0.50m B 0.60m Not Encountered 400 STRUCTURE & Other Observations 0.5 to M VSt 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m Testpit TP103 terminated at 1.50 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP103 Page 1 OF 1

23 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH 690 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP104 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL, Silty SAN, brown, fine grained sand, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) Open Grassland 0.15m Silty CLAY, yellow brown, very stiff, dry to moist, medium to high plasticity, with trace sand and some gravel Not Encountered STRUCTURE & Other Observations 0.5 to M VSt 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.60m Testpit TP104 terminated at 1.60 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP104 Page 1 OF 1

24 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 3 CH810 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP105 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL,Sandy SILT, brown, dry,with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) 0.10m Sandy SILT, dry, pale brown 0.25m Silty CLAY, yellow brown, dry to moist, stiff to very stiff, medium plasticity, with sand sand content varies Not Encountered STRUCTURE & Other Observations to M St to VSt GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.70m becoming weathered sandstone Testpit TP105 terminated at 1.70 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP105 Page 1 OF 1

25 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 2 Ch135 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP106 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL,Sandy SILT, brown, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) STRUCTURE & Other Observations 0.10m Silty CLAY, red brown, dry to moist, medium to high plasticity, with fine sub-rounded gravel 0.40m 0.5 same as above but becoming yellow brown Sandstone possible floater on eastern side of pit Not Encountered to M 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.60m becoming weathered sandstone Testpit TP106 terminated at 1.60 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP106 Page 1 OF 1

26 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 2 Ch 255 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP107 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL,Sandy SILT, brown, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / CP (BLOW COUNT) HAN PENETRO- METER (kpa) m Silty CLAY, red brown, dry to moist, very stiff,medium to high plasticity, with sandstone cobbles and gravel m m 15 Not Encountered 400 STRUCTURE & Other Observations 0.5 to M VSt 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m becoming weathered rock Testpit TP107 terminated at 1.50 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP107 Page 1 OF 1

27 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 2 Ch 345 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP108 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL,Sandy SILT, brown, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) 0.23m Silty CLAY, red brown, dry to moist, very stiff medium to high plasticity, with sandstone cobbles and gravel as above but yellow brown Not Encountered STRUCTURE & Other Observations 0.5 to M 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.60m becoming weathered sandstone Testpit TP108 terminated at 1.60 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP108 Page 1 OF 1

28 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : etention Basin - See rawing for location TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP109 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components TOPSOIL,Sandy SILT, brown, dry, with organics MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) STRUCTURE & Other Observations 0.10m Sandy SILT, pale brown,dry, low plasticity with some fine gravel St 0.40m Silty CLAY, brown, dry to moist, very stiff, medium to high plasticity, with sand and some fine gravel 0.50m 0.5 Not Encountered 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : m WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 2.00m Testpit TP109 terminated at 2.00 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY to M VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT VSt EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP109 Page 1 OF 1

29 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 5 Ch 209 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP110 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components Silty CLAY, brown, high plasticity, with fine gravel, with trace sand MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / YNAMIC PENETROMETER HAN PENETRO- METER (kpa) STRUCTURE & Other Observations Organics and tree roost to 50mm over full depth, test pit located adjacent a tree 0.5 Not Encountered - M VSt 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.50m Testpit TP110 terminated at 1.50 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP110 Page 1 OF 1

30 CLIENT : McCloy Group Pty Ltd PROJECT : Geotechnical Investigation LOCATION : Ironbark Ridge Estate EQUIPMENT TYPE : Komatsu PC40MR ATE EXCAVATE : 02/05/11 LOCATION : Road 5 Ch 90 TESTPIT LOG METHO : 300mm toothed bucket LOGGE BY : IGP HOLE NO : TP111 PROJECT REF : GS928 SHEET : 1 OF 1 CHECKE BY : IGP GROUN WATER LEVELS SAMPLES & FIEL TESTS EPTH (m) 0.0 GRAPHIC LOG CLASSIFICATION SYMBOL MATERIAL ESCRIPTION Soil Type, colour, plasticity or particle characteristic Rock Type, colour, grain size Secondary and minor components FILL, Silty CLAY, brown, some gravel MOISTURE / WEATHERING CONSISTENCY / REL ENSITY / CP (BLOW COUNT) HAN PENETRO- METER (kpa) STRUCTURE & Other Observations 2 Fill associated with a surface flow diversion berm and dam m Sandy SILT, light brown,dry, low plasticity OL TOPSOIL LAYER 8 Not Encountered 0.80m Silty CLAY, yellow to light brown, moist stiff, medium to high plasticity 1.0 GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log GS_TESTHOLE_LOG_02 GS_928_IRONBARKE RIGE.GPJ <<rawingfile>> 12/07/ : WATER / MOISTURE - ry M - Moist W - Wet OMC - Optimum MC PL - Plastic Limit Water inflow See Explanatory Notes for details of abbreviations & basis of descriptions. 1.70m Testpit TP111 terminated at 1.70 m SAMPLES & FIEL TESTS U ES B SPT HP - Undisturbed Sample - isturbed Sample - Environmental sample - Bulk isturbed Sample - Standard Penetration Test - Hand/Pocket Penetrometer CONSISTENCY VS - Very Soft S - Soft F - Firm St - Stiff VSt - Very Stiff H - Hard RELATIVE ENSITY VL - Very Loose L - Loose M - Medium ense - ense V - Very ense GEOTECH SOLUTIONS PTY LT EL VL L M H VH EH - Extremely low - Very low - Low - Medium - High - Very high - Extremely high ROCK WEATHERING RS XW W SW FR - Residual soil - Extremely weathered - istinctly weathered - Slightly weathered - Fresh rock File: GS928 TP111 Page 1 OF 1

31 Φ Geotech Solutions 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 A/V A/T Rotary non-core drilling WS RR Rotary core drilling HQ NMLC NQ Concrete coring T 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 iatube Sampling is conducted to facilitate further assessment of selected materials encountered. Sampling method isturbed sampling B ES Undisturbed sampling SPT Bulk disturbed sample isturbed 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 ynamic Penetrometers (blows/150mm) VS PBT CP PSP Vane Shear ynamic 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) RQ Rock Quality esignation (%) (sum of axial lengths of core greater than mm 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

32 Φ Geotech Solutions Explanatory Notes - General Soil escription 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 SAN 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 BOULERS 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. escription 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 kpa Very Stiff VSt kpa to 200kPa Hard H > 200kPa Cohesionless soils are classified on the basis of relative density as follows. Relative ensity Symbol ensity Index Very Loose VL < 15% Loose L 15% to 35% Medium ense M 35% to 65% ense 65% to 85% Very ense V > 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 ry 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 escription Continuous across exposure or sample iscontinuous 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 eposited by rivers eposited by lakes eposits in beaches, bays, estuaries eveloped 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.

33 Φ Geotech Solutions Explanatory Notes - General Rock escription 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 SANSTONE SILTSTONE SHALE CLAYSTONE escription 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 istinctly weathered RS XW W Slightly SW weathered Fresh Rock FR efinition 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. efinition Thinly laminated Laminated Very thinly bedded efect 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 efects 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 yke K Crushed Seam CS ecomposed Zone Z 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. efinition Clean Stain Veneer Coating escription 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)

34 Φ Geotech Solutions Graphics Symbols Index CLAYS GRAVELS SEIMENTARY ROCK CLAY GRAVEL CONGLOMERATE Silty CLAY Clayey GRAVEL BRECCIA Sandy CLAY Silty GRAVEL SANSTONE Gravelly CLAY Sandy GRAVEL SILTSTONE SILTS Organic SILT COBBLES & BOULERS SHALE MUSTONE / CLAYSTONE SILT Clayey SILT MISCELLANEOUS FILL COAL METAMORPHIC ROCK Sandy SILT TOPSOIL SLATE / PHYLLITE / SCHIST Gravelly SILT CONCRETE GNEISS SANS ASPHALT QUARTZITE SAN CORE LOSS IGNEOUS ROCK Clayey SAN PAVEMENT GRAVEL GRANITE Silty SAN PAVEMENT (Natural Gravels) BASALT Gravelly SAN PAVEMENT (Crushed Rock) TUFF