GEOTECHNICAL INVESTIGATION NORTH LAKES ESTATE STAGE 40 CAMERON PARK. Prepared for North Lakes Pty Ltd. Prepared by RCA AUSTRALIA

GEOTECHNICAL INVESTIGATION NORTH LAKES ESTATE STAGE 40 CAMERON PARK Prepared for North Lakes Pty Ltd Prepared by RCA AUSTRALIA RCA ref 6749-301/0 CLIENT ref 0112/NL-03-040/08 APRIL 2008

Contents 1 INTRODUCTION...1 2 SITE DESCRIPTION...2 3 FIELD AND LABORATORY INVESTIGATION...2 4 INVESTIGATION FINDINGS...3 4.1 SUBSURFACE CONDITIONS...3 4.1.1 REGIONAL GEOLOGY...3 4.1.2 SITE SUBSURFACE CONDITIONS...4 5 DISCUSSION AND RECOMMENDATIONS...5 5.1 SITE CLASSIFICATION...5 5.1.1 GENERAL...5 5.1.2 SITE CLASSIFICATION AND DISCUSSION...7 5.2 GEOTECHNICAL DEVELOPMENT GUIDELINES...8 5.2.1 FOUNDATIONS...8 5.2.2 EXCAVATIONS...9 5.2.3 FILLING...9 5.2.4 RETAINING WALLS...9 5.2.5 DRAINAGE AND SEPTIC SERVICES...10 6 LIMITATIONS...10 REFERENCES...11 APPENDIX A DRAWINGS APPENDIX B ENGINEERING LOGS SYMBOL INDEX SHEET GENERAL SOIL DESCRIPTION SHEETS GENERAL ROCK DESCRIPTION SHEETS APPENDIX C LABORATORY RESULTS APPENDIX C CSIRO INFORMATION SHEET BTF 18

RCA ref 6749-301/0 Client ref 0112/NL-03-040/08 17 April 2008 North Lakes Pty Ltd PO Box 2088 GATESHEAD 2290 Geotechnical Engineering Engineering Geology Environmental Engineering Hydrogeology Construction Materials Testing Attention: Byron Jones GEOTECHNICAL INVESTIGATION NORTH LAKES ESTATE STAGE 40, CAMERON PARK 1 INTRODUCTION This report presents the findings of a geotechnical investigation undertaken for Stage 40 of North Lakes Estate at Cameron Park. The investigation was undertaken at the request of Mr Byron Jones of North Lakes Pty Ltd. It is understood that Stage 40 of North Lakes Estate comprises thirty one (31) residential Lots (Lots 4001-4031). It is understood that the investigation was required to provide a site classification for each Lot within Stage 40 of North Lakes Estate. This report describes the surface and subsurface conditions encountered at the site and provides the following: Site classifications in accordance with AS 2870-1996, Residential Slabs and Footings Construction (herein referred to as AS 2870 1996) for the Lots in Stage 40 of North Lakes Estate. Robert Carr & Associates Pty Ltd T/A RCA Australia ABN 53 063 515 711 92 Hill St Carrington Newcastle NSW 2294 Ph 02 4902 9200 Fax 02 4902 9299 Email administrator@rca.com.au Web www.rca.com.au

Page 2 For the purpose of the investigation, North Lakes Pty Ltd provided the following: A copy of the Subdivision Plan sheet for Stage 40 of North Lakes Estate drawn by North Lakes Pty Ltd, Drawing No. 0001/3,from the series 2122714A). A copy of Lake Macquarie City Council (LMCC) Development Consent condition No. 54. A copy of Energy Australia electrical reticulation drawing numbered 174180/7/0(A3). A copy of HWC water reticulation drawing No. W07-147 sheet 1 of 1 (A3). A copy of HWC sewer reticulation drawing No. S07-147 sheet 1 of 1 (A3). 2 SITE DESCRIPTION Stage 40 of North Lakes Estate is located in Cameron Park. The site is situated on residual hillsides and surrounded by native bush land. Existing development on the site at the time of the field investigation consisted of kerbing and guttering along Road 58. Road construction and installation of services was being undertaken at the time of the field investigation work. Existing ground slopes across the site are typically in the order of about 6-8 although locally steeper to 15 at the rear of lots 4001-4008. Lot 40 lies over a shallow east/west trending ridge and the ground slopes are generally off the ridge to the north and south. Drainage is generally expected to be in the direction of the ground surface slopes towards the north and south. At the time of the field investigation, vegetation over the site generally comprised native bush land with numerous mature eucalypt trees. 3 FIELD AND LABORATORY INVESTIGATION Field investigation was carried out on the 3 April 2008 and involved the following: A visual appraisal and mapping of site conditions and features. Excavation, sampling and logging of 17 test pits using a backhoe to depths ranging from 0.1m to 1.10m. North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 3 The approximate locations of the test pits together with site features are shown on the site sketch which is attached as Drawing 1. Laboratory testing comprised six shrink swell tests carried out on an undisturbed 50 mm diameter tube sample] of the silty CLAY soils encountered at the site to measure soil volume change over an extreme soil moisture content range. Results of the laboratory testing are detailed on the attached laboratory test results sheets and are summarised on Table 1. Table 1 Summary of Shrink Swell Test Results [Bore/Test Pit] Depth (m) Soil Type E sw (%) E sh (%) TP1 0.35 Silty Clay 1.7 3.2 2.2 TP9 0.4 Silty Clay 1.5 10.2 6.1 TP5 0.4 Silty Clay 1.1 6.4 3.9 TP6 0.1 Topsoil 0.6 9.8 5.6 TP7 0.35 Silty Clay 4.8 8.4 6 TP11 0.25 Silty Clay 1.6 2.7 1.9 NOTES: E sw swelling strain E sh shrinkage strain I ss shrink swell index I ss (%) The results of the shrink swell tests summarised on Table 1 indicate that the residual clay soils encountered at the site vary between moderately to extremely reactive. 4 INVESTIGATION FINDINGS 4.1 SUBSURFACE CONDITIONS 4.1.1 REGIONAL GEOLOGY Geological maps indicate that the site is situated in the vicinity of the Boolaroo Subgroup of the Newcastle Coal Measures, which is noted to generally comprise sandstone, conglomerate, siltstone, coal and tuff rock types. Outcrops of sandstone bedrock were observed across the site. North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 4 4.1.2 SITE SUBSURFACE CONDITIONS The subsurface conditions encountered in the test pits excavated across the site are detailed on the attached test pit report log sheets. A general summary of the subsurface conditions encountered in the test pits excavated across the site is presented below. Topsoil typically comprising silty SAND fine to medium grained, dark brown to grey, loose to very loose to depths between 0.1m (TP2, TP3, TP5 and TP11) and 0.45m (TP17); overlying Silty Clay - fine to medium grained, predominantly of medium plasticity, dark brown to grey depths between 0.1m(TP11) and 1.30m (TP10); overlying Sandstone and Siltstone extremely to moderately weathered was encountered at depths between 0.2 and 1.0m at all test pits locations. No groundwater or seepage was encountered in the test pits at the time of fieldwork. It should be noted that groundwater levels are likely to fluctuate with variations in climatic and site conditions. A general summary of the subsurface conditions, including depth of topsoil, depth to rock and depth to excavator bucket refusal, encountered in the test pits excavated at the site is shown on Table 2. It is noted that the depth to rock noted on the test pit logs refers to the presence of rock structure and properties and is not necessarily related to rock strength or excavatability. Table 2 Summary of Subsurface Conditions Encountered in Test Pits North Lakes Estate Stage 40, Cameron Park Test Pit Depth/Thickness of Topsoil (m) Depth to Rock (m) Depth to Backhoe Bucket Refusal TP1 0.2 0.6 0.7 TP2 0.1 0.9 1.15 TP3 0.1 0.2 0.5 TP4 0.2 0.6 0.7 TP5 0.1 0.8 0.9 TP6 0..15 0.55 0.65 TP7 0.35 1.0 1.10 TP8 0.35 1.0 1.20 TP9 0.25 1.0 1.15 TP10 0.15 1.3 1.4 TP11 0.1 0.4 0.4 TP12 0.3 0.65 0.7 North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 5 TP13 0.2 0.4 0.5 TP14 0.35 0.6 0.6 TP15 0.25 0.5 0.5 TP16 0.2 0.7 0.8 TP17 0.45 0.45 0.5 5 DISCUSSION AND RECOMMENDATIONS 5.1 SITE CLASSIFICATION 5.1.1 GENERAL AS 2870-1996 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 2870-1996 are presented on Table 3. Table 3 General Definition of Site Classes Class Foundation Characteristic Surface Movement (mm) A S M H E A to P P Most sand and rock sites with little or no ground movement from moisture changes. Slightly reactive 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 or silt sites, which can experience high ground movement from moisture changes. Extremely reactive clay or silt sites, which can experience extreme ground movement from moisture changes. Filled sites (refer to clause 2.4.6. of AS2870). 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. 0 20 20-40 40>70 >70 North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 6 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 founded on inappropriately designed footing systems. The amount of ground movement is mainly 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, due to factors such as: growth of trees too close to a footing or removal of trees prior to construction; lack of maintenance of site drainage, failure to repair plumbing leaks and excessive or irregular watering of gardens adjacent to the house; unusual moisture conditions caused by removal of structures, ground covers (pavements), drains and dams, etc. The growth of trees too close to footings can result in damage to footings and structures on reactive sites due to drying of the clay soils at substantial distances. Appendix B of AS 2870-1996 indicates that to reduce but not eliminate the possibility of damage, trees should be restricted to a distance from the building of ¾ the mature height and 1 the mature height for Class M and H sites, respectively. Where rows or groups of trees are present the distance from the building should be increased. Removal of trees from the site prior to or after construction can also cause similar problems. In regard to the performance of footings systems, AS 2870-1996 states footing systems complying with this standard are intended to achieve acceptable probabilities of serviceability and safety of the building during its design life. Buildings supported by footing systems designed and constructed in accordance with this Standard on a normal site which is (a) (b) not subject to abnormal moisture conditions; and 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 2870-1996, which is reproduced in CSIRO Sheet No BFT 18, A Guide to Home Owners on Foundation Maintenance and Footing Performance, which is attached to this report. North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 7 5.1.2 SITE CLASSIFICATION AND DISCUSSION As previously noted in Section, the results of the laboratory shrink swell tests indicated that the residual clay soils encountered at the site are moderately to extremely reactive. Based on the soil profiles encountered in the test pits excavated at the site together with the laboratory shrink swell test results, and in accordance with AS 2870-1996, Lots 4001 to 4031 within Stage 40 of North Lakes Estate, Cameron Park, in their existing condition and in the absence of abnormal moisture conditions are classified as Class H, Highly reactive, provided that all footings (ie, edge beams, internal beams and load support thickenings) are founded below any topsoil or fill. A characteristic surface movement of up to 50-60mm has been estimated for the site in its existing condition. It is noted that where moderately weathered or fresher rock was present within a depth of about 0.7m, characteristic surface movements that are less than that associated with a Class H site may be calculated. As noted in Section 4.1.2, weathered sandstone and siltstone was encountered in many test pits at depths less than 0.7m. However, given the variability in rock depth we consider that the adoption of a site classification for a lesser characteristic surface movement than for a Class H site would require lot specific assessment (only applicable where rock is likely to be encountered within depths of 0.7m). Reference should also be made to the following paragraphs in regard to the influence of trees when considering the likely applicability of a site classification for a lesser characteristic surface movement than for a Class H site. In the presence of abnormal moisture conditions a significant increase in the free surface movement estimated above may be expected. In consideration of the previous discussion in Section 5.1.1 and Clause 1.3.3 of AS 2870-1996, abnormal moisture conditions may be expected to occur at the site where trees are removed and insufficient time is allowed for the soil moisture to stabilise prior to construction or where trees are present too close to footings (refer to Section 5.1.1). Consequently, it is suggested that trees be removed well in advance of construction, ie, at least six to 12 months prior to construction. If this was not possible and/or trees were retained in proximity to buildings, the effects of trees and/or removal of trees on the soil moisture conditions would need to be taken into consideration in footing design. The above site classification is for the site conditions present at the time of fieldwork and consequently the site classification may need to be reviewed in consideration of site works that may be undertaken subsequent to this report. Site works may include: North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 8 changes to the existing soil profile by cutting and filling; landscaping, including trees removed from the general building area and those planted; drainage and watering systems. Designs and design methods presented in AS 2870-1996 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 2870-1996. The above site classification assumes that the performance requirements as set out in Appendix B 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 2870-1996 and in CSIRO information sheet BTF 18, which is attached in Appendix D. 5.2 GEOTECHNICAL DEVELOPMENT GUIDELINES 5.2.1 FOUNDATIONS All footings should be designed and constructed in accordance with AS 2870-1996, Residential Slabs and Footings Construction. All footings should be founded below any topsoil, slopewash, deleterious soils or existing fill. Where possible, all footings for the same structure should be founded on similar materials with articulation provided where appropriate. Where weathered rock is exposed in footing excavations across part of the structure, it is recommended that all footings for the structure should be uniformly founded on weathered rock. This could generally be expected to require the deepening of edge beams and/or the use of piered footings. If it were not practicable to found structures on similar strata, this would need to be considered in structural design and detailing and features such as articulation incorporated. It is suggested that high-level footings founded on the residual clay soils below any existing fill, topsoil, slopewash or deleterious soils, or founded on engineered fill that is placed and compacted in accordance with AS 3798-2007, may be proportioned based on an allowable bearing capacity of 100kPa. It is suggested that high level footings founded on weathered rock may be proportioned based on an allowable bearing capacity of 250kPa. North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 9 Inspection of high-level footing excavations should be undertaken during construction to confirm founding conditions. The base of all footing excavations should be cleaned of fall-in prior to formation of the footing. 5.2.2 EXCAVATIONS All excavations should be battered at 2H:1V or flatter and protected against erosion or supported by properly designed and constructed retaining walls. Excavations may be battered steeper than 2H:1V in weathered rock materials, subject to specific geotechnical assessment. The soils encountered at the site are judged to be susceptible to erosion and should be protected by vegetation or similar together with adequate drainage where exposed. Appropriate site surface drainage should be installed to intercept up-slope overland surface flows and to restrict overland surface flows from flowing on to areas adjacent to structures. 5.2.3 FILLING Any filling undertaken as part of residential development on an individual Lot should be placed and compacted in accordance with AS 3798-2007, Guidelines on Earthworks for Commercial and Residential Development. Site preparation for placement of fill should include removal of any existing fill, topsoil, slopewash or deleterious soils from areas where fill is to be placed. Where fill is placed on slopes of surface gradient greater than about 8H:1V (about 7 ) a benched (stepped) foundation should be cut into the slope to provide a level platform for the fill. All fill should be supported by properly designed and constructed retaining walls or else battered at 2H:1V or flatter and protected against erosion by vegetation or similar and the provision of adequate drainage. 5.2.4 RETAINING WALLS All structural retaining walls should be engineer designed and all garden landscaping walls in excess of 1m in height should be engineer designed. Design of retaining walls should: consider surcharge loading from slopes and structures above the retaining wall; take into account loading from any proposed compaction of fill behind the retaining wall; North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Page 10 provide adequate surface and subsurface drainage behind all retaining walls, including a free draining granular backfill to prevent the build-up of hydrostatic pressures behind the retaining wall; utilise materials that are not susceptible to deterioration; ensure that retaining walls are founded in materials appropriate for the loading conditions. 5.2.5 DRAINAGE AND SEPTIC SERVICES All collected storm water should be piped to the street drainage system, an interallotment drainage system or other suitably approved drainage system and discharged in a controlled manner. Appropriate surface drainage should be installed to intercept up-slope overland surface run-off flows. All septic wastes should be connected to the reticulated wastewater system. 6 LIMITATIONS This report has been prepared for North Lakes Pty Ltd in accordance with the agreement with RCA Australia (RCA). The services performed by RCA have been conducted in a manner consistent with that generally exercised by members of its profession and consulting practice. This report has been prepared for the sole use of North Lakes Pty Ltd for the specific purpose and the specific development described in the report. The report may not contain sufficient information for purposes or developments other than that described in the report or for parties other than North Lakes Pty Ltd. This report shall only be presented in full and may not be used to support objectives other than those stated in the report without permission. The information in this report is considered accurate at the date of issue with regard to the current conditions of the site. The conclusions drawn in the report are based on interpolation between boreholes or test pits. Conditions can vary between test locations that cannot be explicitly defined or inferred by investigation. North Lakes Pty Ltd Geotechnical Investigation North Lakes Estate Stage 40, Cameron Park RCA ref 6749-300/0, April 2008

Appendix A Drawing

Appendix B Engineering Logs Symbol Index Sheet General Soil Description Sheets General Rock Description Sheets

TEST PIT LOG TP1 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine to medium grained, dark brown MOISTURE/ WEATHERING M CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.10 SC TOPSOIL, Clayey SAND, fine to medium grained, brown 0.20 CH Sitly CLAY, high plasticity, grey VSt RESIDUAL SOIL Not Encountered PP=325kPa 0.35m U50 0.5 0.60m 0.60 SANDSTONE, fine to medium grained, grey/brown mottled orange MW L - M BEDROCK 0.70 TEST PIT TP1 TERMINATED AT 0.70 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:56 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP2 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, dark grey MOISTURE/ WEATHERING M CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.10 SC Clayey SAND, fine to medium grained, brown/grey mottled orange RESIDUAL SOIL Not Encountered PP=245kPa 0.45 0.5 SC Clayey SAND fine to medium grained, grey mottled brown/orange, sandstone cobbles present RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 0.90 1.0 1.15 1.5 SANDSTONE, fine to medium grained, grey mottled brown TEST PIT TP2 TERMINATED AT 1.15 m at excavator refusal on sandstone CHECKED: MA MW L - M BEDROCK DATE: 11/04/2008

TEST PIT LOG TP3 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine to medium grained, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.10 SM Sandy SILT, fine grained, grey RESIDUAL SOIL Not Encountered 0.20 SANDSTONE, fine to medium grained, brown (orange tinge) MW L - M BEDROCK 0.50 TEST PIT TP3 TERMINATED AT 0.50 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP4 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) MOISTURE/ WEATHERING CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS SM TOPSOIL, Sandy SILT, fine grained, grey D TOPSOIL 0.20 SM Silty SAND, fine to medium grained, grey M SLOPE WASH Not Encountered 0.5 0.60 SANDSTONE, fine grained, grey/brown (orange tringe) MW M BEDROCK 0.70 TEST PIT TP4 TERMINATED AT 0.70 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP5 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Sandy SILT, fine grained, grey MOISTURE/ WEATHERING M CONSISTENCY/ RELATIVE DENSITY/ STRENGTH L STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.10 CH Silty CLAY, high plasticity, grey St RESIDUAL SOIL Not Encountered PP=165kPa 0.40m U50 0.5 0.80m 0.80 SANDSTONE, brown orange tinged, some grey mottling MW L - M BEDROCK RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 0.90 1.0 1.5 TEST PIT TP5 TERMINATED AT 0.90 m at excavator refusal on sandstone CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP6 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine to medium grained, brown MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.10m U50 0.15 CI Silty CLAY, medium plasticity, brown, orange mottled M VSt RESIDUAL SOIL Not Encountered PP=225kPa 0.55m 0.5 0.55 SILTSTONE (TUFF), very fine grained, grey, some iron oxide staining MW H 0.65 TEST PIT TP6 TERMINATED AT 0.65 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP7 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine to meidum grained, dark brown MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.35m U50 0.35 CI Silty CLAY, medium plasticity, grey M VSt RESIDUAL SOIL Not Encountered PP=360kPa 0.5 0.70m RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel PP=300kPa LOGGED: CS 1.00 1.10 1.5 SILTSTONE, slatey brown TEST PIT TP7 TERMINATED AT 1.10 m at excavator refusal on siltstone CHECKED: MA HW L BEDROCK DATE: 11/04/2008

TEST PIT LOG TP8 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) MOISTURE/ WEATHERING CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS SM TOPSOIL, Silty SAND, fine grained, grey D / M L TOPSOIL 0.35 CI Silty CLAY, medium plasticity M VSt RESIDUAL SOIL Not Encountered PP=285kPa 0.5 RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel PP=370kPa LOGGED: CS 1.00 1.20 1.5 SILTSTONE (shale), fine grained, brown TEST PIT TP8 TERMINATED AT 1.20 m at excavator refusal on siltstone CHECKED: MA EW L BEDROCK DATE: 11/04/2008

TEST PIT LOG TP9 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL CI DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) Silty SAND/Sandy CLAY, medium plasticity, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS RESIDUAL SOIL 0.25 CI Silty CLAY, medium plasticity, grey M VSt PP=190kPa Not Encountered 0.5 RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel PP=470kPa LOGGED: CS 1.00 1.15 1.5 SILTSTONE (shale), fine grained, brown, extremely weathered TEST PIT TP9 TERMINATED AT 1.15 m at excavator refusal on siltstone CHECKED: MA EW VL BEDROCK DATE: 11/04/2008

TEST PIT LOG TP10 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING D L TOPSOIL 0.15 CI Silty CLAY, medium plasticity, grey M VSt RESIDUAL SOIL PP=320kPa Not Encountered CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS 0.5 PP=200kPa 0.80 CL Silty CLAY, low plasticity, light brown to cream St RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:57 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.30 1.40 1.5 SILTSTONE (shale), fine grained, brown TEST PIT TP10 TERMINATED AT 1.40 m at excavator refusal on siltstone CHECKED: MA EW VL BEDROCK DATE: 11/04/2008

TEST PIT LOG TP11 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING M CONSISTENCY/ RELATIVE DENSITY/ STRENGTH L STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL Not Encountered PP=365kPa 0.25m U50 0.10 CI Silty CLAY, medium plasticity, brown mottled orange VSt RESIDUAL SOIL 0.40m 0.40 TEST PIT TP11 TERMINATED AT 0.40 m at excavator refusal on sandstone 0.5 RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:57 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP12 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) MOISTURE/ WEATHERING CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS SM TOPSOIL, Silty SAND, fine to medium grained, brown M L TOPSOIL Not Encountered 0.30 CI Sandy Silty CLAY, medium plasticity, brown mottled grey VSt RESIDUAL SOIL PP=265kPa 0.5 0.65 SANDSTONE, fine to medium grained, brown MW L - MD BEDROCK 0.70 TEST PIT TP12 TERMINATED AT 0.70 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:57 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP13 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND/Sandy SILT, fine grained, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH L STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL Not Encountered 0.20 CL Sandy Silty CLAY, low plasticity, fine grained, H RESIDUAL SOIL PP>600kPa 0.40 SANDSTONE, fine to medium grained, brown orange tinge MW L - MD BEDROCK 0.50 TEST PIT TP13 TERMINATED AT 0.50 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP14 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH L STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS Not Encountered TOPSOIL 0.35 CI Silty CLAY, medium plasticity M VSt RESIDUAL SOIL PP=390kPa 0.5 0.60 TEST PIT TP14 TERMINATED AT 0.60 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP15 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING M CONSISTENCY/ RELATIVE DENSITY/ STRENGTH L STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL Not Encountered PP=190kPa 0.25 CL Silty CLAY, low plasticity, grey, brown mottled grey/orange St RESIDUAL SOIL 0.50 TEST PIT TP15 TERMINATED AT 0.50 m at excavator refusal on sandstone RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP16 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL 0.20 CI Silty CLAY, medium plasticity, grey mottled brown M VSt RESIDUAL SOIL Not Encountered PP=320kPa 0.5 0.70 SILTSTONE, fine grained, grey/brown mottled EW M BEDROCK RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 0.80 1.0 1.5 TEST PIT TP16 TERMINATED AT 0.80 m at excavator refusal on siltstone CHECKED: MA DATE: 11/04/2008

TEST PIT LOG TP17 SHEET 1 OF 1 PROJECT No: 6749 CLIENT: McCloys Pty Ltd PROJECT: Site Classification LOCATION: Cameron Park Test Pit Information DATE COMMENCED: 03/04/2008 DATE COMPLETED: 03/04/2008 SURFACE LEVEL: COORDS: Field Material Information WATER FIELD TEST SAMPLE RL (m AHD) DEPTH (m) GRAPHIC LOG CLASSIFICATION SYMBOL SM DESCRIPTION (SOIL NAME; plasticity/grain size, colour, particle shape, secondary components, minor constituents) (ROCK NAME; grain size, colour, minor constituents) TOPSOIL, Silty SAND, fine grained, grey MOISTURE/ WEATHERING D CONSISTENCY/ RELATIVE DENSITY/ STRENGTH STRUCTURE/AESTHETICS AND ADDITIONAL OBSERVATIONS TOPSOIL / SLOPE WASH Not Encountered Becoming Silty CLAY PP>600kPa 0.45 0.50 SANDSTONE, fine to medium grained TEST PIT TP17 TERMINATED AT 0.50 m at excavator refusal on sandstone EW L BEDROCK RCA_LIB_01.GLB Log RCA NON CORED LOG 6749 BORES.GPJ <<DrawingFile>> 16/04/2008 15:58 Produced by gint Professional, Developed by Datgel LOGGED: CS 1.0 1.5 CHECKED: MA DATE: 11/04/2008

Explanatory Notes Soil Description In engineering terms soil includes every type of uncemented or partially cemented inorganic material found in the ground. In practice, if the material can be remoulded by hand in its field condition or in water it is described as a soil. The dominant soil constituent is given in capital letters, with secondary textures in lower case. The dominant feature is assessed from the Unified Soil Classification system and a soil symbol is used to define a soil layer. METHOD Method AS AD/V AD/T BH CT N X E EH HA HQ NMLC NQ PT RR DB WS AT DT Description Auger Screwing Auger Drilling with V Bit Auger Drilling with TC bit Backhoe Cable Tool Rig Natural Exposure Existing Excavation Excavator Excavator with Hammer Hand Auger Diamond Core-63mm Diamond Core-52mm Diamond Core-47mm Push Tube Rock Roller Washbore Drag Bit Washbone Air Track Diatube MOISTURE CONDITION Dry Cohesive soils are friable or powdery Cohesionless soil grains are free-running. Moist Soil feels cool, darkened in colour Cohesive soils can be moulded Cohesionless soil grains tend to adhere. Wet Cohesive soils usually weakened Free water forms on hands when handling. For cohesive soils the following codes may also be used: MC>PL Moisture Content greater than the Plastic Limit. MC-PL Moisture Content near the Plastic Limit. MC<PL Moisture Content less than the Plastic Limit. PLASTICITY The potential for soil to undergo change in volume with moisture change is assessed from its degree of plasticity. The classification of the degree of plasticity in terms of the Liquid Limit (LL) is as follows. Description of Plasticity LL(%) Water Water level at date shown Seepage NOT ENCOUNTERED: The borehole/test pit was dry soon after excavation. Inflow may have been observed had the borehole/test pit been left open for a longer period. NOT OBSERVED: The observation of groundwater, whether present or not, was not possible due to drilling water, surface seepage or cave in of the borehole/test pit. SAMPLING Sample B D SPT U50 ES EW G Description Bulk Disturbed Sample Disturbed Sample Standard Penetration Test Undisturbed Sample-50mm Soil Sample, Environmental Water Sample, Environmental Gas Sample UNIFIED SOIL CLASSIFICATION The appropriate symbols are selected on the result of visual examination, field tests and available laboratory tests, such as sieve analysis, liquid limit and plasticity index. USC Symbol Description GW Well graded gravel GP Poorly graded gravel GM Silty gravel GC Clayey gravel SW Well graded sand SP Poorly graded sand SM Silty sand SC Clayey sand ML Silt of low plasticity CL Clay of low plasticity OL Organic soil of low plasticity CI Clay of medium plasticity MH Silt of high plasticity CH Clay of high plasticity OH Organic soil of high plasticity Pt Peaty soil AWS-EN-001/0 Low <35 Medium 35 to 50 High >50 COHESIVE SOILS CONSISTENCY The consistency of a cohesive soil is defined by descriptive terminology such as very soft, soft, firm, stiff, very stiff and hard. These terms are assessed by the shear strength of the soil as observed visually, by hand penetrometer values and by resistance to deformation to hand moulding. A Hand Penetrometer may be used in the field or the laboratory to provide an approximate assessment of the unconfined compressive strength (UCS) of cohesive soils. Undrained shear strength Cu = 0.5 UCS. The UCS values are recorded in kpa as follows: Strength Symbol Unconfined Compressive Strength, q u (kpa) Very Soft Soft Firm Stiff Very Stiff Hard VS S F St VSt H < 25 25 to 50 50 to 100 100 to 200 200 to 400 > 400 COHESIONLESS SOILS RELATIVE DENSITY Relative density terms such as very loose, loose, medium, dense and very dense are used to describe silty and sandy material, and these are usually based on resistance to drilling penetration or the Standard Penetration Test (SPT) N values. Other condition terms, such as friable, powdery or crumbly may also be used. Term Symbol Density Index Very Loose VL 0 to 15 Loose L 15 to 35 Medium Dense MD 35 to 65 Dense D 65 to 85 Very Dense VD >85 N Value (blows/0.3m) 0 to 4 4 to 10 10 to 30 30 to 50 >50 COHESIONLESS SOILS PARTICLE SIZE DESCRIPTIVE TERMS Name Subdivision Size Boulders Cobbles >200 mm 63 mm to 200 mm Gravel Coarse medium Fine 20 mm to 63 mm 6 mm to 20 mm 2.36 mm to 6 mm Sand Coarse medium fine 0.6 mm to 2.36 mm 0.2 mm to 0.6 mm 0.075 mm to 0.2 mm

Explanatory Notes - Rock Description METHOD Refer soil description sheet. WATER Refer soil description sheet. ROCK QUALITY The fracture spacing is shown where applicable and the Rock Quality Designation (RQD) or Total Core Recovery (TCR) is given where: TCR (%) = length of core recovered length of core run RQD (%) = sum of axial lengths of core > 100mm long length of core run. ROCK MATERIAL WEATHERING Rock weathering is described using the abbreviations and definitions used in AS1726. Symbol Term Definition EW HW MW SW F Extremely Weathered Highly Weathered Moderately Weathered Slightly weathered Fresh Rock is weathered to such an extent that it has soil properties, ie, it either disintegrates or can be remoulded in water. The rock substance is affected by weathering to the extent that limonite staining or bleaching affects the whole rock substance and other signs of chemical or physical decomposition are evident. Porosity and strength is usually decreased compared to the fresh rock. The colour and strength of the fresh rock is no longer recognisable. The whole of the rock substance is discoloured. Usually by iron staining or bleaching, to the extent that the colour of the fresh rock is no longer recognisable. Rock is slightly discoloured but shows little or no change of strength from fresh rock. Rock shows no sign of decomposition or staining. ROCK STRENGTH Rock strength is described using AS1726 and ISRM Commission on Standardisation of Laboratory and Field Tests, Suggested method of determining the Uniaxial Compressive Strength of Rock materials and the Point Load Index as follows: Term Symbol Point Load Index Is 50 (MPa) Extremely Low Very Low Low Medium High Very High Extremely High EL VL L M H VH EH <0.03 0.03 to 0.1 0.1 to 0.3 0.3 to 1 1 to 3 3 to 10 >10 Diametral Point Load Index test. Axial Point Load Index test. DEFECT SPACING/BEDDING THICKNESS Measured at right angles to defects of same set or bedding. Term Defect Spacing Bedding Extremely closely spaced Very closely spaced Closely spaced Moderately widely spaced Widely spaced Very widely spaced <6 mm 6 to 20 mm 20 to 60 mm 0.06 to 0.2 m 0.2 to 0.6 m 0.6 to 0.2 m >2 m Thinly laminated Laminated Very thin Thin Medium Thick Very thick DEFECT DESCRIPTION Type JT BP CO CS DK DZ FC FZ FL VN SM IS SZ Planarity PR Planar IR Irregular ST stepped U Undulating CU - Curved Definition Joint Bed Parting Contact Crushed Seam Dyke Decomposed Zone Fracture Fracture Zone Foliation Vein Seam Infilled Seam Shear zone Roughness RF Rough VR Very Rough S Smooth SL Slickensides POL Polished Coating or infill Description Clean No visible coating or infilling. Stain No visible coating or infilling but surfaces are discoloured by mineral staining. Veneer A visible coating or infilling of soil or mineral substance but usually unable to be measured (<1mm). If discontinuous over the plane, patchy veneer. Coating A visible coating or infilling of soil or mineral substance >1mm thick. Describe composition and thickness. The inclinations of defects are measured from perpendicular to the core axis. AWS-EN-001/0

Appendix C Laboratory Results

Appendix C CSIRO Information Sheet BTF 18