310 Gregors Creek Road, Gregors Creek Resource Investigation · 2019. 5. 2. · 310 Gregors Creek Road, Gregors Creek 9/06/2015 This document is uncontrolled when printed. 1857.220.001

Resources Environment Planning Laboratories www.groundwork.com.au

310 Gregors Creek Road, GregorsCreekResource InvestigationPrepared for:Edith Pastoral Company Pty Ltd

Date: 9/06/2015

Reference:1857.220.001

Resource Investigation Page i310 Gregors Creek Road, Gregors Creek

Document Control

9/06/2015 This document is uncontrolled when printed.1857.220.001 GROUNDWORK p l u s

Project/ Report DetailsDocument Title: 310 Gregors Creek Road, Gregors Creek Resource InvestigationPrincipal Author: Luke RyanClient: Edith Pastoral Company Pty LtdRef. No. 1857.220.001

Document StatusIssue Description Date Author Reviewer0 Harlin Site Resource Investigation June 2015 Luke Ryan Rod Huntley1 Harlin Site Resource Investigation –

Extraction size increasedJune 2015 Luke Ryan Rod Huntley

2 Harlin Site Resource Investigation –Consideration of larger resources thanprojected in volumes of Table 3 –Inferred Resources Harlin Site

June 2015 Luke Ryan Rod Huntley

3 310 Gregors Creek Road, GregorsCreek Resource Investigation –Rename and use of Edith PastoralCompany Pty Ltd as the client

June 2015 Luke Ryan Rod Huntley

Distribution RecordRecipientEdith Pastoral Company Pty Ltd

Groundwork Plus ABN: 80 829 145 906

Copyright ©These materials or parts of them may not bereproduced in any form, by any method, forany purpose except with written permissionfrom Groundwork Plus.

Queensland6 Mayneview Street, Milton Qld 4064PO Box 1779, Milton BC, Qld 4064P: +61 7 3871 0411F: +61 7 3367 3317

South Australia2/1 First Street, Nuriootpa SA 5355PO Box 854, Nuriootpa SA 5355P: +61 8 8562 4158

E: [email protected]

Resource Investigation Page ii310 Gregors Creek Road, Gregors Creek

Table of Contents


Executive Summary ............................................................................................................................................................ 21. Introduction ................................................................................................................................................................. 52. Site Details ................................................................................................................................................................... 63. Investigations .............................................................................................................................................................. 74. Results of Investigations ........................................................................................................................................... 8

4.1 Results .................................................................................................................................................................. 94.2 Petrology and Preliminary Material Testing Results ........................................................................................11

5. Resource Estimate ...................................................................................................................................................135.1 Criteria Used in Resource Estimation ...............................................................................................................13

6. Recommendations ....................................................................................................................................................157. Important Information ..............................................................................................................................................168. References .................................................................................................................................................................17Glossary of Terms .............................................................................................................................................................18

TABLES

Table 1 – Modal Analysis of Andesitic Latite Crystal Lapilli Tuff ........................................................................................... 11Table 2 – Material Test Summary ......................................................................................................................................... 12Table 3 – Inferred Resources 310 Gregors Creek Road, Gregors Creek ............................................................................. 13Table 4 – JORC 2012 Resource Diagram ............................................................................................................................ 14

FIGURES

Figure 1 Conceptual Pit Design Drawing No. 1857.005Figure 2 Drill Hole Location Plan with Geological Results Drawing No. 1857.004Figure 3 Proposed Extractive Industry and Associated Uses – Concept Site

Development (Lockyer Designs)Drawing No. LD-1030-SK01

Figure 4 Regional Geology Drawing No. 1857.002

APPENDICES

Appendix 1 Understanding Your Geological ReportAppendix 2 Percussion Drill Hole LogsAppendix 3 SURPAC DataAppendix 4 Petrographic ReportsAppendix 5 Material Test Results

Resource Investigation Page 1310 Gregors Creek Road, Gregors Creek


DisclaimerThis report and all its components (including images, audio, video, and text) are copyright. Apart from fair dealing forthe purposes of private study, research, criticism, or review as permitted under the Copyright Act 1968, no part maybe reproduced, copied, or transmitted in any form, or by any means (electronic, mechanical or graphic) without theprior written permission of Groundwork Plus.

This report has been prepared for the sole use of Edith Pastoral Company Pty Ltd (herein, 'the client'), for the 310Gregors Creek Road, Gregors Creek (herein 'the site'), the specific purpose of this report (herein 'the purpose'). Thisreport is strictly limited for use by the client to the purpose and site, and may not be used for any other purposes.

Third parties, excluding regulatory agencies assessing an application in relation to the purpose, may not rely on thisreport. Groundwork Plus waives all liability to any third party loss, damage, liability or claim arising out of or incidentalto a third party publishing, using or relying on the facts, content, opinions or subject matter contained in this report.

Groundwork Plus waives all responsibility for loss or damage where the accuracy and effectiveness of informationprovided by the Client or other third parties was inaccurate and was relied upon, wholly or in part in reporting. Thisreport is a dynamic/alive document and may be modified as new information is revealed or unrecognised impacts areencountered. For further information about understanding this report refer to APPENDIX 1 – UNDERSTANDINGYOUR GEOLOGICAL REPORT.

Plate 1 – Drilling during the 310 Gregors Creek Road, Gregors Creek Resource Investigation with results typical of the site’s northern hill being slightly tounweathered latite.



Executive SummaryDrilling and preliminary field mapping at the 310 Gregors Creek Road, Gregors Creek site has identified a modest sizedresource of latite between 110m and 195m AHD of approximately 22.7 million tonnes, refer FIGURE 1 –CONCEPTUAL PIT DESIGN. Secondary to the main project of hard rock investigation, fluvial Quartzose Lithic Sandwas confirmed to at least 4 metres during investigation as elevated terraces along the Brisbane River and inferred toat least based on previous investigation conducted by the owner via excavator. The total hard rock resource availableis at the inferred level of confidence pursuant to the Joint Ore Reserves Committee, (JORC 2012), guidelines forreporting on geological resources and reserves.

Quarry Stage Million m3

(in situ)

BulkDensity m3

Latite*(estimated)

BulkDensity m3

OB*(estimated)

OB m3 (insitu)

Resourcem3 (in situ)

ResourceTonnes

Conceptual Pit 9,764,900 2.6 m3 2.2 m3 471,660 8,727,200 22,690,720*Bulk Density estimated at 2.6 t/m3 for slightly weathered to fresh material and 2.2 t/m3 for material regarded as over burden. These values should be confirmedby additional test work. Volumes are based off the conceptual pit design illustrated in FIGURE 1 – CONCEPTUAL PIT DESIGN and topography supplied by QldGovernment Mapping 1:25,000.

Key Findings

· Drilling and field mapping has confirmed that high quality latite resources exist on site.

· The strength, hardness and durability of the slightly weathered to unweathered and unaltered material arehigh and the material will be capable of producing DTMR specification concrete aggregate, road bases andother quality construction materials.

· The rock is of a generally very good, albeit somewhat variable quality, as the latite has undergone varyingdegrees of hematite alteration, and clay weathering. This secondary assemblage has caused significantissues with rock quality in the southern testing area along the hill’s southern spur. The majority of the holesdrilled encountered excellent material however holes 3, 4 and to a lesser degree 5 have encountered materialwhich did have significant thicknesses of weathered/altered material overlying the good quality latite, with hole3 displaying significantly weathered and hematically altered rock for the length of the hole.

· Residual soil and clay thickness ranged between 0.4m and 3.0m across the site. The overburden thicknessincreases towards the south and south-east of the deposit i.e. generally the southern spur of the site’s twohills represented in FIGURE 2 – DRILL HOLE LOCATION PLAN WITH GEOLOGICAL RESULTS.

· The thickness of the distinctly to slightly weathered and altered latite to the fresh rock varies significantlyacross the project area ranging from 3.0 in the west to 16.4 metres in the eastern latite area, refer APPENDIX2 – PERCUSSION DRILL HOLE LOGS and APPENDIX 3 – SURPAC DATA.

· The nature, distribution and abundance of this alteration assemblage will be a key issue to be addressed byany further drilling as will quarry development planning and scheduling. Removal of this more altered material



will likely require selective extraction for part of the resource centred around drill holes 4 and 5 with theoverlying weathered material likely to be suitable for the production of lower quality road bases and non-specification drainage materials which may assist in developing the site.

· All holes drilled on site, apart from hole 3 terminated in high strength, hard slightly weathered or unweatheredlatite. The base of the deposit is unknown although it is thought to exist to at least 95 metres AHD.

· Drill hole 3 in the southern sector of the site contains significant clays terminating at 3.0m with residual soilsand distinctly weathered latite continuing at least until 14.3m where the hole was abandoned due to excessiveover-burden not suitable for use as concrete aggregate or high grade road bases and ballast.

· The latite body within the identified extractive area is interpreted to be a Jurrasic basaltic/latitic lava flow withequivalent volcaniclastics which occupy the higher elevations and account for much of the float encounteredon site. Textures recognised on site and during petrographic analysis support this interpretation withporphyritic, massive and tuffaceous textures recognised.

· The rock contains little observable free silica and is expected to contain few secondary minerals whenunweathered at depth.

· Regarding quarrying methodology and design, bottom up benching would work with overburden averaging2.2 metres across the area and topography relatively steep.

· This resource estimate is preliminary as additional resources, should they be required, or a reduced foot printaccommodating more focused extraction, could be easily defined on site.

· Approximately 200 kilograms of latite recovered as float and 200 kilograms of river sand have been submittedfor preliminary material and petrographic testing. The results indicate a high quality hard rock and sandresource. Hard rock has surpassed all testing fields for relevant DTMR products.

· While the site’s sand resources are expected to be of significant size and are, based on its physicalcharacteristics and petrographic analysis, expected to satisfy DTMR specifications for fine aggregate,exploration has so far been limited to two (2), four (4) metre holes conducted during the latest program ofpercussion drilling and an earlier series of two (2) exploratory test pits conducted by the owner in January,2015. These preliminary pits were conducted sub-parallel to the Brisbane River to a depth of six (6) metreswith a 100 metre buffer from the high water terrace of the river. These were achieved by using a bench methodof excavation to reveal uninterrupted medium grained sand with no indication of a basement. Furtherinvestigation of the sand resource may occur from which the geomorphic characteristics of the sand depositcan be established including the occurrence of silty or clay rich lenses which may affect product performanceand shape extractive strategies.



Key Recommendations

· It is strongly recommended that either a core hole or a trial blast is completed at a later stage to provide abulk sample for materials testing to confirm the preliminary geological observations and support testingalready conducted on latite float. Whilst the risk of geological non-compliance is considered low, completingthis work would confirm the suitability of the material for the production of Department of Transport and MainRoads, (DTMR), specification materials. It would also allow for the certification assessment to proceed whichwould add certainty and value to the project materials in accordance with the relevant standards.



1. IntroductionGroundwork Plus was commissioned by Edith Pastoral Company Pty Ltd to conduct an assessment of the resourceson the 310 Gregors Creek Road, Gregors Creek Greenfields site, refer FIGURE 3 – PROPOSED EXTRACTIVEINDUSTRY AND ASSOCIATED USES – CONCEPT SITE DEVELOPMENT. Drilling at the site was completed in April2015 and was jointly supervised by Groundwork Plus and Edith Pastoral Company Pty Ltd. A total of eight, (8),percussion drill holes were completed by an air track top hammer rig with an additional two (2) conducted on a riverterrace sub-parallel to the Brisbane River to provide preliminary information on the hard rock and sand resourcerespectively. Percussion holes were completed to a maximum depth of 22 metres depending on the materialencountered. Sand holes were conducted to a depth of four metres each and were informed by previous investigativeefforts made by the owner. Very brief reconnaissance style geological mapping of the site was also completed, withmapping confirming the broad nature and distribution of the latitic rocks on site.

Plate 2 – Latitic Outcrop at the northern face of the hill at the 310 Gregors Creek Road, Gregors Creek Site



2. Site DetailsLocation: The Greenfield site is located on the Brisbane River in south-east Queensland,

32.5km north of Esk on Gregors Creek Road with the closest township, Harlin,located 9km to the west. Refer FIGURE 3 – PROPOSED EXTRACTIVEINDUSTRY AND ASSOCIATED USES – CONCEPT SITE DEVELOPMENT.

The Site: Exploration drilling was conducted on Lots 1/RP75267, 2/RP75267 and1/RP15328 the flood plains of which are currently utilised as grazing land whilstthe steeper grades are currently unutilised. Of the total area proposed for rockextraction (101 Ha), initial estimates have been based on the conducted drillingcampaign which covered an area of approximately 47.2 Ha.

Access: Access to the site is via an existing unsealed road which leads from GregorsCreek Road and fords the river at an existing concrete crossing.

Real Property Description: The conducted work comprised lots 1/RP75267, 2/RP75267 and 1/RP15328 withthese lots occupying a total area of 343.2 ha, refer FIGURE 3 – PROPOSEDEXTRACTIVE INDUSTRY AND ASSOCIATED USES – CONCEPT SITEDEVELOPMENT.

Land Use: The area is currently used for agricultural pursuits that are concentrated alongthe river and consist mainly of grazing which extends to 110m AHD. Here theterrain is observed as marginal for this purpose with increased gradient and pestflora. Quarry operations are proposed for this elevated terrain.

Landform: The site has an elevation of between 90m and approximately 200m AustralianHeight Datum (AHD). Refer FIGURE 3 – PROPOSED EXTRACTIVEINDUSTRY AND ASSOCIATED USES – CONCEPT SITE DEVELOPMENT.

Site Geology: The underlying geology of the inferred quarry site is comprised of latitic andandesitic lava with equivalent volcaniclastic rocks displaying hematic and sericiticalteration and clay weathering. Quartenary alluvial soils transported by theBrisbane River overlie the hard rock and occupy the agricultural land of the lowercountry bordering the river. Refer FIGURE 4 – REGIONAL GEOLOGY andFIGURE 2 – DRILL HOLE LOCATION.

Vegetation: Pest vegetation and scrub inhabits the site’s elevated and steeper areas (above110 metres AHD) while grasslands occupies the flood plain.



3. InvestigationsThe 310 Gregors Creek Road, Gregors Creek site is an unexplored “Greenfields” site and the material exposed at thesurface occurs as superficially weathered float from higher elevations or as isolated and steep outcrops on the northernside of the main hill which occupies the southern and cut bank of the river. No previous investigations have beencarried out on the site. Prior to completing the drilling program a limited reconnaissance style geological mapping ofthe site was completed. This mapping identified several areas of good outcrop exposure and areas in the east withshallow depth hard rock. (Plate 2). A brief investigation of the site’s sand resources were conducted adjacent the riverand were informed by previous efforts made by the owner. The results of the investigation are discussed in Section 4and the percussion drill-hole logs are attached in APPENDIX 2 – PERCUSSION DRILL HOLE PHOTOGRAPHS ANDLOGS.

Plate 3 – Slightly weathered high quality latite outcrop along the northern cut bank of the Brisbane River. This rock is the same rock encountered on the 310Gregors Creek Road, Gregors Creek site.



4. Results of InvestigationsThe resource estimate is based on the results of a preliminary site inspection combined with the information returnedfrom ten (10) percussion drill-holes completed by Sequel Drilling. The material encountered was geologically loggedpursuant to Australian Standard AS1726-1993: Geotechnical Site Investigations. Estimated material strength, degreeof weathering, degree of alteration, rock structure and general rock type were recorded. The drill-hole locations areshown in FIGURE 2 – DRILL HOLE LOCATION PLAN. The percussion drill-hole logs are attached in APPENDIX 2– PERCUSSION DRILL HOLE LOGS.

The details of the drilling are listed below:

Contractor: Sequel DrillingHoles Drilled: 10 Percussion HolesTotal Meters Drilled: 163.3mDrill Hole Inclination: Holes drilled at -90°Drilling Date: May 2015Hole Size: 89mmDrilling Style: Top hole hammer.

Plate 4 – 310 Gregors Creek Road, Gregors Creek Drill Hole Locations and depth of overburden.



In general the drilling conditions encountered were very good apart from hole three (3) which displayed significantweathering to clay rich lithosol. The low abrasion rate of the rock upon drill-bits was noted with relatively fast andincident free penetration. The information gained from the drilling has been used to determine the overall lithology,nature and quantity of the resource at Harlin.

4.1 ResultsThe underlying geology of the site is comprised of latitic to andesitic lava and equivalent volcaniclastic rocks withsections of hematic and sericitic alteration and clay weathering. The project area of interest is split into two spurs ofthe same hill which are divided by an inferred fault zone running in a north-east south-west direction and resulting inthe elevated weathering of the southern spur and adjoining gullies, refer FIGURE 2 – DRILL HOLE LOCATION PLAN.

The residual soils through to competent rock on site have undergone significant clay weathering and heavy alterationin the form of hematite and sericite. The hematite and sericite alteration may cause some deleterious impacts uponrock quality by reducing overall rock durability and excessive clays are likely to result in prohibitive and potentiallyabsorptive clays. For this reason extremely weathered material is regarded as overburden which will require extractionand disposal while distinctly weathered material which typically extends from 2 to 8 metres depth in material composingthe conceptual pit.

OverburdenThe residual soil and overburden encountered on site ranges in thickness between 0.4m and 3.0m with the overburdenthickness generally increasing towards the southeast of the deposit. Drill results and field observations suggest thatthe overburden will be thinner on the depressed gully lines and with steeper elevations on the far western spur due tothe transport of colluvial soils away from the underlying hard rock preferentially along these slopes and out of thesegullies. Overburden and distinctly weathered material along slightly elevated gully bridges are noted to be up to 13.3mthick and of uncertain thickness on the southern spur. (refer FIGURE 2 – DRILL HOLE LOCATION PLAN WITHGEOLOGICAL RESULTS).

In practical terms it is likely that, the first two metres of material will only be suitably for on-site fill or set aside as topsoil for remediation projects while the production of lower grade road bases i.e. MRTS05 subtype 2.5 will generally besatisfied by distinctly weathered material which extends from two (2) to eight (8) metres in depth. Deeper rock, with theexception of holes three (3) and four (4), which display prohibitive over burden and clayey rock and soil, should producehigher quality road bases i.e. MRTS05 subtypes 1 and 2, concrete aggregates +/-sealing aggregates that areaccommodated by the moderate to slight weathering profiles encountered. Groundwater was not encountered duringdrilling although at the termination of holes two (2) and seven (7) at 20 and 11 metres respectively retrieved aggregatewas damp. The conceptual pit design allows for free draining of the site and consequently does not extend to thisdepth.



Percussion drilling has supported the hypothesis that the material is most likely of a sub volcanic to volcanic genesiswith holes confirming the variety of grain size, mineral abundances and textures associated with the diverse expressionof a magma with intermediate and perhaps basic chemistry.

Latite ResourceThe latite is grey black in colour when unaffected by weathering, maroon when altered by hematite and a red-brownwhen significantly weathered to clays. Textures recognised were generally consistent with the intermediate rock of thearea, being of generally massive and homogenous in appearance with volcaniclastic material of equivalent compositionat higher elevations and represented in float. Following petrographic analysis the latite’s dominant primary materialsinclude sanidine and potassic feldspars, magnetite, pyroxene and hornblende set in an intermediate welded ash matrixwith similarly constituted lapilli inclusions. Secondary minerals include pervasive iron oxide staining and hematite withsubordinate smectite and feldspathic clays, refer APPENDIX 4 – PETROGRAPHIC REPORTS. It should be noted thatthe petrographic sample taken was from a slightly weathered surface sample, and the proportion of smectite clayrecorded in this sample is expected to be significantly reduced in unweathered material.

Plate 5 – Typical progression with depth from distinctly weathered (left) to fresh rock (rock)

The distinctly weathered latite material generally appears medium to hard, medium to high strength and relativelydurable and should provide (requiring test work confirmation) a good source of quarry material for lower specificationconcrete aggregate, road basses and fill.

The slightly weathered to fresh material appears hard, strong and durable and should provide (requiring test workconfirmation) an excellent source of high quality quarry material. The rock has limited free silica content and ispredicted to be relatively innocuous in terms of alkali silica reactivity. The attached petrographic report applies low riskof alkali-silica reactivity in concrete as much of the sampled material too fine grained to distinguish quartz if it hadcrystallised. Coarser grained material found at depth is likely to resolve the perceived possibility potentially reactivefree silica, refer APPENDIX 4 – PETROGRAPHIC REPORT.



4.2 Petrology and Preliminary Material Testing ResultsPetrographic analysis was conducted by Groundwork Plus. It should be noted that the sample collected was from thesurface and not entirely representative of the unweathered, massive latite which will be likely encountered at depththroughout the area. The petrographic analysis report can be found in APPENDIX 4 – PETROGRAPHIC REPORTand provides the following mineralogical assembly of the latite.

Table 1 – Modal Analysis of Andesitic Latite Crystal Lapilli TuffMINERALS MODE (per

cent)COMMENTS

Matrix 34 Welded ash of apparently intermediate chemistry forming thevery fine grained matrix. Possibly containing fine quartz asquenched silica

Lapilli 22 Chemically similar to the material which occupies the bulk of therock as crystal fragments and welded ash but as discreterounded inclusions

Feldspar 20 Fragments of sanidine and potassic feldspars with plagioclaselaths and microlites

Opaques 7 Anhedral crystals forming around lapilli and crystal parameters.Majority to include hematite and magnetite (6%) but likely toinclude approximately 1% sulfides as pyrite is observed in handsample and the sample is not significantly magnetic

Pyroxene 2 Rare anhedral crystalsHornblende 1 Rare anhedral crystals with characteristic 120 degree cleavageSECONDARY MINERALSIron oxide 8 Occurring as orange-brown hematic staining rendering much of

the matrix semi-opaque in thin section. Associated with opaquesFeldspar clays 3 Weathering product of the feldspathic phasesSmectite 3 Observed replacing rare pyroxene crystals and obscured by iron

oxide in fractured zonesSericite Trace Alteration product of plagioclaseTotal 100

The results of the petrology on the latite indicate that for engineering purposes, the supplied material may besummarised as:

· Extrusive andesitic latite

· Hard

· Strong

· Durable;

· Crystalline with significant welded lapilli tuff

· Non-porous

· Slightly weathered to distinctly weathered adjacent fractures and intense veining

· Lightly altered

· No observable free silica and



· Suitable for use as most high quality quarried products including asphalt and concrete aggregates, ballast androad bases.

Preliminary Material tests were conducted on four key testing parameters by SGS, Kunda Park on approximately 200kilograms of large latite boulders gathered on site during drilling activities. These results are summarised as TABLE 2– MATERIAL TEST SUMMARY using the highest grade specification as a comparison and test certificates areincluded as APPENDIX 5 – MATERIAL TESTING RESULTS. These reveal that despite being retrieved as superficialrock and exhibiting slight to distinct superficial weathering the latite displays exceptional physical properties which will,with further testing, qualify it for use as superior aggregate in a range of industrial projects including Cover Aggregate(MRTS22), Unbound Pavements (MRTS05), Aggregate in Concrete (MRTS70), Dense and Graded Aggregate inAsphalt (MRTS30 to 31), Rail Ballast (CT147) and Manufactured sand.

Table 2 – Material Test Summary

Date Sample Number Parameter ResultSpecification limits

(Intermediate IgneousRock)

10/06/2015 1857HR Deg factor 81 45 (Min)10/06/2015 1857HR Flakiness 17 30 (Max)10/06/2015 1857HR 10% Fines - Wet 364 140 (Min)10/06/2015 1857HR 10% Wet/Dry Variation 12 25 (Max)

Gradings were also given for the crushed aggregate and unwashed sand indicating in both cases well gradedmaterial with very little fines. Crushed aggregate presented 1.4% particles of less than 0.075mm and the sanddisplayed 1% particles of less than 0.075mm. These results are particularly encouraging in terms of the utility of bothmaterials as aggregate in concrete.



5. Resource EstimateAn indicative resource estimation has been calculated based on the area in proximity to boreholes (47.2 Ha) asshown on drawing 1857.005. These resources could be considered to be classified as Inferred Resources as listed inTABLE 3 – INFERRED RESOURCES 310 GREGORS CREEK ROAD, GREGORS CREEK . It is reasonable toassume that there will be additional suitable resources contained within the bounds of the proposed rock extractionarea (101 Ha – refer Drawing LD-1030-SK01) which have not yet been quantified within this report.

Table 3 – Inferred Resources 310 Gregors Creek Road, Gregors Creek

Quarry Stage Million m3

(in situ)Bulk Density

m3 Latite*(estimated)

Bulk Densitym3 OB*

(estimated)OB m3 (in situ) Resource m

3

(in situ)ResourceTonnes

Conceptual Pit 9,764,900 2.6 m3 2.2 m3 471,660 8,727,200 22,690,720*Bulk Density estimated at 2.6 t/m3 for slightly weathered to fresh material and 2.2 t/m3 for material regarded as over burden. These values should be confirmedby additional test work. Volumes are based off the conceptual pit design illustrated in FIGURE 1 – CONCEPTUAL PIT DESIGN and topography supplied by QldGovernment Mapping 1:25,000.

5.1 Criteria Used in Resource Estimation· Estimated Bulk Density (Apparent Particle Density of Latite) in situ 2.6 t/m3

· Estimated Bulk Density of Over Burden in situ 2.2 t/m3

· Terminal Batter Angles Unweathered Basalt 850

· Terminal Batter Angles Weathered Basalt 410

· Terminal Batter in Topsoil and Clays 270

· Terminal Bench Width 12m;

· Bench Height 15m

· Topography based on the 1:25,000 QLD Government Sunmap data.

Resultant of the completed drilling and mapping work is that the resource can be categorised under JORC 2012.Following is the classification system as set out in the JORC 2012 which is the Australasian Code for Reporting ofExploration Results, Mineral Resources and Ore Reserves.

An 'Inferred Mineral Resource' is that part of a Mineral Resource for which tonnage, densities, shape, physicalcharacteristics, grade and mineral content can be estimated with a low to reasonable level of confidence. It is basedon exploration, sampling and testing information gathered through appropriate techniques from locations such asoutcrops, trenches, pits, workings and drill-holes. TABLE 4 – JORC 2012 RESOURCE DIAGRAM below shows therelationship of the various categories of resource and reserve pursuant to JORC 2012.



Table 4 – JORC 2012 Resource Diagram

The inferred resource estimate is based on in-situ volumes. The actual product yield will depend on a number of factorsincluding, (but not limited to), final pit design, geotechnical conditions, unsaleable product and losses due to mining,sales mix, plant configuration, haul road location, degree of deleterious alteration and other diluting factors.



6. RecommendationsIt is strongly recommended that either a core hole or a trial blast is completed to provide a bulk sample for materialstesting to confirm the preliminary geological observations and support testing already conducted on latite float. Whilstthe risk of geological non-compliance is considered low, completing this work would confirm the suitability of thematerial for the production of Department of Transport and Main Roads, (DTMR), specification materials. It would alsoallow for the certification assessment to proceed which would add certainty and value to the project materials inaccordance with the relevant standards.



7. Important InformationThe statements presented in this document are intended to advise you of what your realistic expectations of this reportshould be and to present you with recommendations on how to minimise the risks associated with the geotechnicalcriteria for this project. The document is not intended to reduce the level of responsibility accepted by GroundworkPlus, but rather to ensure that all parties who may rely on this report are aware of the responsibilities each assumes inso doing. We would be pleased to answer any questions about this important information from the reader of this report.Further information on UNDERSTANDING YOUR REPORT is presented in APPENDIX 1.



8. References

Australian Geomechanics Society. Modified Landslide Risk Management Concepts and Guidelines

Hoek, E and Bray J. W. Rock Slope Engineering Revised Third Edition

Hudson, J. and Harrison J. Engineering Rock Mechanics

Read, J. and Stacey. Guidelines for Open Pit Slope Design CSIRO Publishing 2009



Glossary of TermsAirblast Overpressure A shock wave form, resulting from the activity of man or from natural processes, causing

adverse effects to man and the environment.Air pollutant A substance in ambient atmosphere, resulting from the activity of man or from natural

processes, causing adverse effects to man and the environment (also called "aircontaminant").

Ambient air quality The quality of the ambient air near ground level, expressed as concentrations ordeposition rates of air pollutants - also expressed as existing air quality.

Annual ExceedanceProbability

Means the likelihood of occurrence of a flood of a given size or larger in any one year,usually expressed as a percentage. For example, if a peak flood discharge of 500cubic metres per second has an AEP of 5 percent, it means that there is a 5 percentrisk, that is the probability of 0.05 or a likelihood of 1 in 20, of a peak flood dischargeof 500 cubic metres /second or larger occurring in any one year. The AEP of a floodevent gives no indication of when a flood of that size will occur next.

Average RecurrenceInterval

Means the average period between the recurrence of a storm event of a given rainfallintensity. The ARI represents a statistical probability. For example, a 100 year ARIindicates an average of 100 years between exceedance of a given storm magnitude

Background noise levels The level of the ambient sound indicated on a sound level meter in the absence of thesound under investigation (eg sound from a particular noise source; or sound generatedfor test purposes).

Blasting The operation of breaking rock by means of explosives.Bund wall A man-made earth mound.Catchment area The area determined by topographic features within which rainfall will contribute to

runoff at a particular point.Concrete products Products manufactured primarily from Portland Cement concrete these include bricks,

blocks, pavers, pipes and box culverts and other precast concrete sections.Conveyor A device fitted with an endless rubber belt used for moving crushed rock within the

processing plant.Crushing The mechanical process of reducing rock size usually by pressure or impact.Dust Particles of mostly mineral origin generated by erosion of surfaces and the mining and

handling of materials.Ecosystem The totality of biological processes and interactions within a specified physical

environment.Environmental constraints Limitations on a project by components of the environment.



Excavator Item of earth moving equipment either tracked or wheeled fitted with a bucket on anarticulated boom and used for digging material from a face in front of, or below themachine.

Fallout The sedimentation of dust or fine particles in the atmosphere.Fill Material imported and emplaced to raise the general surface level of a site.Flyrock Rock that is propelled into the air by the force of the explosion. Usually comes from

pre-broken material on the surface or upper open face.Fresh rock Rock unaffected by weathering processes.Grader An item of earthmoving equipment, rubber tyred and fitted with a centrally mounted

blade and rippers used to shape and trim the ground surface.Ground vibration Oscillatory motion of the ground caused by the passage of seismic waves originating

from a blast.Groundwater Water contained in voids such as fractures and cavities in rocks and inter-particle

spaces in sediments.Haul road Road used in quarry for haulage of rock from the face to the crusher and for general

site access.Lithosol One of a group of azonal soils having no clearly expressed soil morphology and

consisting of a freshly and imperfectly weathered mass of rock fragments; largelyconfined to steep hillsides.

Meta-greywacke Indurated sedimentary rock consisting of unsorted detritus of the grain size ofsandstone but containing fragments of feldspars and ferromagnesium minerals.

Metamorphic rock Any rock which has been altered by heat or pressure.Mobile equipment Wheeled or tracked self propelled equipment such as trucks and front end loaders.Monitoring The regular measurement of characteristics of the environment.Operational constraints Limitations upon a project by equipment or machinery.Particulate matter Small solid or liquid particles suspended in or falling through the atmosphere.Peak particle velocity(ppv)

A measure of ground vibration reported in millimetres per second (mm/sec).

Percussion drill hole Drill hole made by equipment using the repetitive impact of a tungsten tipped bit ontorock; rock cuttings are usually returned uphole by flushing with compressed air.

Petrological Relating to the study of rock mineral composition at hand specimen or microscopicscale.

Podzol A zonal soil having a very thin organic mineral layer above a leached layer which restsupon an illuvial dark brown layer.

Podzolic A duplex soil having a light textured organically stained topsoil, underlain by a pale‘bleached’ light textured soil layer and clay subsoil.



Primary crusher The first crusher through which the rock passes in the processing plant.Processing plant A combination of crushers, screens, conveyors and chutes.Rehabilitation The preparation of a final landform after quarrying and its stabilisation with grasses,

trees and shrubs.Revegetation Replacement of vegetation on areas disturbed by quarrying activities.Rip rap Armour rock protection for water retention structures.Road base Road pavement usually made up of densely graded crushed rock in varying sizes.Road grades The longitudinal slope of a road surface usually defined by a vertical rise or fall over a

horizontal distance. Gradient, grade, slope and inclination are synonymous. Thus afall of 1 unit vertically in 12 units horizontal distance may be stated as a negativegradient (grade, slope and inclination) of 1 in 12 (or 1:12). This slope may also beexpressed as a grade of -8.33o, a fall of 83.3 metres per kilometre or slope angle of4o46'.

Sealing aggregate Crushed rock usually of uniform size bonded by bitumen on the surface of the road toform a wear surface.

Scalping The removal by screening of fine material from the raw feed prior to presenting it to thecrushers. This material is a combination of fine material from the blast and decomposedmaterial.

Screening A process which separates crushed rock into various sizes - this usually involves amechanical vibration of the rock over a series of decks fitted with steel mesh, steel plateor polyurethane or rubber mats with fixed sized apertures.

Siltstone A rock type intermediate in character between shale and sandstone.Suspended solids Analytical term applicable to water samples referring to material recoverable from the

sample by filtration.Temperature Inversion An increase in air temperature with height in contrast with the usual decrease of

temperature with inversion height.Topsoil The surface layer of a poorly-developed or well-developed soil profile containing a

relatively high percentage of organic material.Weathered rock Rock affected to any degree by the process of chemical or physical decomposition.



ABBREVIATIONS

ABN Australian Business Number

ACN Australian Company Number

AHD Australian Height Datum

BAMM Biodiversity Assessment and Mapping Methodology

DERM Department of Environment and Resource Management

DPR Development Proposal Report

EPBC Environmental Biodiversity and Conservation Act

EPP Environmental Protection Policy

EVs Environmental Values

KRA Key Resource Area

LGA Local Government Area

MCU Material Change of Use

NCA Nature Conservation Act 1992

PPV Peak Particle Velocity

QWQG Queensland Water Quality Guidelines

REDD Regional Ecosystem Description Database

EMP Environmental Management Plan

SEQ South East Queensland

VMA Vegetation Management Act

WQO Water Quality Objectives



SYMBOLS

A.B.S. Australian Bureau of Statistics.

A.E.P. Annual Exceedance Probability

A.H.D. Australian Height Datum in metres.

A.R.I. Average Recurrence Interval.

A-Scale A sound level measurement scale. It discriminatesagainst low frequencies approximates the humanear.

oC Degrees Centigrade.

dB(A) A weighted sound pressure unit - the unit ofmeasurement of sound pressure level heard bythe human ear.

dB(Linear) The measurement of sound pressure level in whichthe amplitudes of the sound signal, through allfrequencies of the signal, are treated equally, i.e.not weighted.

FSL Full supply level.

g/m2/month Grams per square metre per month - unit fordeposited dust.

ha Hectare (100 m x 100 m).

kg/m3 Kilograms per cubic metre.

km Kilometre (= 1 000 metres).

km2 Square kilometres.

km/hr Kilometres per hour.

kV Kilovolt.

kVA Kilovolt amps.

l Litre.

l/s Litres per second.

LAmax adj,T Obtained by using fast response time weighting andarithmetically averaging the maximum levels ofthe offending noise during the time intervalconsidered

LAbg,T The A-weighted average minimum sound pressurelevel measured from a graphical trace.

LAmax adj,T Obtained by making adjustments for tonality andimpulsiveness to LAmax,T.

LAbg,T Obtained by using fast response time weighting andarithmetically averaging the background noise levels(no levels from offending source) during the timeinterval considered.

LAeq,T The LAeq,T is the "equal energy" average noise levels,and is used in some instances for the assessment oftraffic noise effects or the risk of hearing impairmentdue to noise exposures.

LA10,T A-weighted sound pressure level exceeded 10 per centof the sampling time (T).

LA90,T A-weighted sound pressured level exceeded 90 per centof the sampling time (T).

m Metre.

m2 Square metre.

m3 Cubic metre.

mg Milligram.

mg/l Milligrams per litre (parts per million).

ml Millilitres

Ml Megalitre.

mm Millimetre (= 0.001 metres).

mm/day Millimetres per day.

mm/s Millimetres per second.

m/s metres per second.

Mtpa Million tonnes per annum.

NTU Nelphametric Turbidity Units

pH Measurement indicating whether water or soil is acid oralkaline.

RP Registered Plan.

SWL Standing Water Level.

TDS Total Dissolved Salts.

tpa Tonnes per annum.

tph Tonnes per hour.

mg/m3 Micrograms per cubic metre.

ms/cm Micro siemens per centimetre also equals dS/m.

'000t multiples of one thousand tonnes.

9/06/20151857.220.001

figures

2RP85758

8RP162043

5SP126847

6SP126847

2RP853001

1RP853001

1CSH1164

1RP159095

1CSH2113

4RP162044

3RP162044

2RP162044

192CG3472

2RP75267

1RP15328

1RP75267

1RP162044

1RP99954

2RP99954

3RP84104

15RP159097

16RP159097

17RP159097

14RP159097

192CG3472

BRISBANE RIVER

BRISBANE RIVER

GREGORS CREEK ROAD

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E 4

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N 7011500 m N 7011500 m

N 7012000 m N 7012000 m

N 7012500 m N 7012500 m

N 7013000 m N 7013000 m

4m depth Sand

Floor RL110m

THESE DESIGNS AND PLANS ARE COPYRIGHT AND ARE NOT TO BE USED OR REPRODUCED

WHOLLY OR IN PART OR TO BE USED ON ANY PROJECT WITHOUT THE WRITTEN PERMISSION OF

GROUNDWORK PLUS. ABN: 80 829 145 906

DATEREV DESCRIPTION BY

CLIENT:

PROJECT: TITLE:

DRAWING NUMBER:SCALE:

DRAWN:

0When Printed On A3

DATUM: HORIZONTAL / VERTICAL / ZONE

REVISION:

CHECKED:

Photography:Topography:

Cadastre:Ecosystem:

Other:

/ /Ph: +61 7 3871 0411

www.groundwork.com.au

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Edith Pastoral Company Pty Ltd

L1RP75267 Harlin

1:8,000 160

MGA AHD 56

Google. Image date: 2014-11-27State of Queensland, 1:25,000 digital dataset 5m contours

Legend:

Cadastral BoundaryEasement BoundaryCadastral Boundary - Watercourse

Site Access TrackDrillhole LocationOverburden Thickness0.0Latite Thickness0.0Drillhole Depth22.0

2RP85758

8RP162043

5SP126847

6SP126847

2RP853001

1RP853001

1CSH1164

1RP159095

1CSH2113

4RP162044

3RP162044

2RP162044

192CG3472

2RP75267

1RP15328

1RP75267

1RP162044

1RP99954

2RP99954

3RP84104

15RP159097

16RP159097

17RP159097

14RP159097

192CG3472

BRISBANE RIVER

BRISBANE RIVER

GREGORS CREEK ROAD

GREGOR

S CREEK

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N 7012000 m N 7012000 m

N 7012500 m N 7012500 m

N 7013000 m N 7013000 m

4m depth Sand





CLIENT:

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Legend:Site BoundaryCadastral BoundaryEasement BoundaryCadastral Boundary - Watercourse

Site Access TrackDrillhole LocationOverburden Thickness0.0Latite Thickness0.0Drillhole Depth22.0

310 GREGORS CREEK ROAD

PROPOSED EXTRACTIVE INDUSTRY & ASSOCIATED USES

CONCEPT SITE DEVELOPMENT

LD-1030

LD-1030-SK01

A

2RP85758

8RP162043

5SP126847

6SP126847

2RP853001

1RP853001

1CSH1164

1RP159095

1CSH2113

5RP162044

4RP162044

3RP1620442

RP162044

192CG3472

2RP75267

1RP15328

1RP75267

1RP162044

1RP99954

2RP99954

3RP84104

15RP159097

16RP159097

17RP159097

14RP159097

192CG3472

BRISBANE RIVER

BRISBANE RIVER

GREGORS CREEK ROAD

GREGOR

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ROAD

E 4

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N 7011500 m N 7011500 m

N 7012000 m N 7012000 m

N 7012500 m N 7012500 m

N 7013000 m N 7013000 m

JKi

JKi

TQa

TQa

Qha2

Qa

Qa

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Rte





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Site Access Track

appendices

Appendix 1Understanding your Geological Report

IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT

These notes have been collated by Groundwork Plus. They are designed to help you in the interpretation of yourReport.

Geological studies are commissioned to gain information about environmental conditions on and beneath the surface of asite. The more comprehensive the study, the more reliable the assessment is likely to be, but remember, any suchassessment is to a greater or lesser extent based on professional opinions about conditions that cannot be seen or tested.Accordingly, no matter how much data is accumulated, risks created by unanticipated conditions will always remain. Workwith your geological consultant to manage known and unknown risks. Part of that process should already have beenaccomplished, through the risk allocation provisions you and your geological professional discussed and included in yourcontract’s general terms and conditions. This document is intended to explain some of the concepts that may be includedin your agreement and to pass along information and suggestions to help you manage your risk.

Beware Of Change; Keep Your Geological Professional Advised

The design of a geological study considers a variety of factors that are subject to change. Changes can undermine theapplicability of a reports findings, conclusions, and recommendations. Advise your geological professional about anychanges as you become aware of them. Geological professionals cannot accept responsibility or liability for problems thatoccur because a report fails to consider conditions that did not exist when the study was designed. Ask your geologicalprofessional about the types of changes you should be particularly alert to. Some of the most common include:

· modification of the proposed development or ownership group;· sale or other property transfer;· replacement of or additions to the financing entity;· amendment of existing regulations or introduction of new ones; or· changes in the use or condition of adjacent property.

Should you become aware of any change, do not rely on an existing geological report. Advise your geological professionalimmediately; follow the professional’s advice.

Prepare To Deal with Unanticipated Conditions

The findings, recommendations, and conclusions of a report typically are based on a review of historical information,interviews, a site ‘walkover’ and other forms of non-invasive research. When site subsurface conditions are not sampled inany way, the risk of unanticipated conditions is higher than it would otherwise be.

While borings, installation of monitoring wells, and similar invasive test methods can help reduce the risk of unanticipatedconditions, do not overvalue the effectiveness of testing. Testing provides information about actual conditions only at theprecise locations where samples are taken and only when they are taken. Your geological professional has applied thatspecific information to develop a general opinion about environmental conditions. Actual conditions in areas not sampledmay differ (sometimes sharply) from those predicted in a report. For example, a site may contain an unregisteredunderground storage tank that shows no surface trace of its existence. Even conditions in areas that were tested canchange, sometimes suddenly, due to any number of events, not the least of which include occurrences at adjacent sites.Recognize too, that even some conditions in tested areas may go undiscovered, because the tests or analytical methodsused were designed to detect only those conditions assumed to exist.

Manage your risks by retaining your geological professional to work with you as the project proceeds. Establish acontingency fund or other means to enable your geological professional to respond rapidly, in order to limit the impact ofunforeseen conditions. To help prevent any misunderstanding, identify those empowered to authorize changes and theadministrative procedures that should be followed.

Do Not Permit Any Other Party to Rely On The Report

Geological professionals design their studies and prepare their reports to meet the specific needs of the clients who retainthem, in light of the risk management methods that the client and geological professionals agree to, and the statutory,regulatory, or other requirements that apply. The study designed for a developer may differ sharply from one designed for

a lender, insurer, public agency or even another developer. Unless the report specifically states otherwise, it was developedfor you and only you. Do not unilaterally permit any other party to rely on it. The report and the study underlying it may notbe adequate for another party’s needs and you could be held liable, for shortcomings your geological professional waspowerless to prevent or anticipate. Inform your geological professional when you know or expect that someone else - athird-party will want to use or rely on the report. Do not permit third-party use or reliance until you first confer with theGeological professional who prepared the report. Additional testing, analysis, or study may be required and in any event,appropriate terms and conditions should be agreed to so both you and your geological professional are protected from third-party risks. Any party who relies on a geological report without the express written permission of the professional whoprepared it and the client for whom it was prepared may be solely liable for any problems that arise.

Avoid Misinterpretation of the Report

Design professionals and other parties may want to rely on the report in developing plans and specifications. They need tobe advised, in writing, that their needs may not have been considered when the study’s scope was developed and even iftheir needs were considered, they might misinterpret geological findings, conclusions, and recommendations. Commissionyour geological professional to explain pertinent elements of the report to others who are permitted to rely on it and to reviewany plans, specifications or other instruments of professional service that incorporate any of the report’s findings,conclusions, or recommendations. Your geological professional has the best understanding of the issues involved, includingthe fundamental assumptions that determined the study’s scope.

Give Contractors Access to the Report

Reduce the risk of delays, claims, and disputes by giving contractors access to the full report, providing that it is accompaniedby a letter of transmittal that can protect you by making it unquestionably clear that: I) the study was not conducted and thereport was not prepared for purposes of bid development and 2) the findings, conclusions and recommendations includedin the report are based on a variety of opinions, inferences, and assumptions and are subject to interpretation. Use the letterto also advise contractors to consult with your geological professional to obtain clarifications, interpretations, and guidance(a fee may be required for this service) and that-in any event, they should conduct additional studies to obtain the specifictype and extent of information each prefers for preparing a bid or cost estimate. Providing access to the full report, with theappropriate caveats, helps prevent formation of adversarial attitudes and claims of concealed or differing conditions. If acontractor elects to ignore the warnings and advice in the letter of transmittal, it would do so at its own risk. Your geologicalprofessional should be able to help you prepare an effective letter.

Do Not Separate Documentation from the Report

Geological reports often include supplementary documentation, such as maps and copies of regulatory files, permits,registrations, citations, and correspondence with regulatory agencies. If subsurface explorations were performed, the reportmay contain final boring logs and copies of laboratory data. If remediation activities occurred on site, the report may include;copies of daily field reports, waste manifests and information about the disturbance of subsurface materials, the type andthickness of any fill placed on site and fill placement practices, among other types of documentation. Do not separatesupplementary documentation from the report. Do not permit any other party to redraw or modify any of the supplementarydocumentation for incorporation into other professionals’ instruments of service.

Realize That Recommendations May Not Be Final

The technical recommendations included in a geological report are based on assumptions about actual conditions and soare preliminary or tentative. Final recommendations can be prepared only by observing actual conditions as they areexposed. For that reason, you should retain your geological professional to observe construction and/or remediationactivities on site, to permit rapid response to unanticipated conditions. The geological professional who prepared the reportcannot assume responsibility or liability for the report’s recommendations if that professional is not retained to observerelevant site operations.

Understand That Geotechnical Issues Have Not Been Addressed

Unless geotechnical engineering was specifically included in the scope of professional service, a report is not likely to relateany findings, conclusions, or recommendations about the suitability of subsurface materials for construction purposes,especially when site remediation has been accomplished through the removal, replacement, encapsulation, or chemicaltreatment of on- site soils. The equipment, techniques, and testing used by geotechnical engineers differ markedly from

those used by Geological professionals; their education, training, and experience are also significantly different. If you planto build on the subject site, but have not yet had a geotechnical engineering study conducted, your Geological professionalshould be able to provide guidance about the next steps you should take. The same firm may provide the services youneed.

Read Responsibility Provisions Closely

Geological studies cannot be exact; they are based on professional judgement and opinion. Nonetheless, some clients,contractors, and others assume geological reports are, or certainly should be, unerringly precise. Such assumptions havecreated unrealistic expectations that have led to wholly unwarranted claims and disputes. To help prevent such problems,geological professionals have developed a number of report provisions and contract terms that explain who is responsiblefor what and how risks are to be allocated. Some people mistake these for ‘exculpatory clauses’, that is, provisions whosepurpose is to transfer one party’s rightful responsibilities and liabilities to someone else. Read the responsibility provisionsincluded in a report and in the contract you and your Geological professional agreed to.

Appendix 2Percussion Drill Hole Logs

Hole: ETP15-03

E = 440514.287N = 7011469.919Elev = 142.733

Brown clayey colluvialsoil with organics andloose, significantlyweathered LATITEgravel and organicsWeathering: XW

Significantly iron oxidestained LATITE withhematic staining,weathered out pits andelevated finesWeathering: DW

Hole: ETP15-02

E = 440574.5N = 7011785.5Elev = 117.792

Brown clayey colluvialsoil with organicsWeathering: RS

Significantly iron oxidestained LATITE withweathered out pits andelevated clay finesWeathering: DW

Aphanitic intermediateigneous rock containingfine plagioclase,pyroxene, quartz andrare olivine phenocrysts.Pyritic sulfides

Hole: ETP15-06

E = 440878.576N = 7012062.865Elev = 197.377

Brown clayey colluvialsoil with organicsWeathering: RSSignificantly iron oxidestained LATITE withweathered out pits andelevated clay finesWeathering: DW

Aphanitic intermediateigneous rock containingfine plagioclase,pyroxene, quartz andrare olivine phenocrysts.Pyritic sulfides

Hole: ETP15-08

E = 440144.091N = 7012122.96Elev = 122.674

Brown clayey colluvialsoil with organicsWeathering: RSLoose and significantlystained LATITE gravelwith residual soil andorganicsWeathering: DWMedium to coarselygrained LATITE withweathering of olivine toproduce subordinate claycomponent evidentWeathering: DW-SW

Coarse grainedintermediate igneousrock containing fineplagioclase, pyroxene,quartz and rare olivinephenocrysts. Pyriticsulfides

Hole: ETP15-10

E = 439575N = 7011270Elev = 83.823

Lithic, feldspathicquartzose sand with rarenatural gravel and minororganic particles andmica flakes. Clay 10%

Hole: ETP15-09

E = 439665N = 7011228Elev = 86.077

Medium grained, clayey,micaceous alluvium.Clay 50%

Lithic, feldspathicquartzose sand with rarenatural gravel and minororganic particles andmica flakes. Clay 15%

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Soil developed on extremely weathered rockRock weathered to such anextent it has ‘soil’

propertiesRock strength usually changed by weatheringSlightly discoloured but little/no change in

strength from freshFresh but with stained jointsNo sign of decomposition/staining

Residual SoilExtremely Weathered

Distinctly WeatheredSlightly Weathered

Fresh - Stained JointsFresh

RSXW

DWSW

Fr-StFr

Rock Weathering Classification:

Appendix 3SURPAC Data

hole_id depth_from depth_to core_loss_YN core_loss_percent geocode geocode_surpac geology geology2 weathering colour fines W_M_DETP15-01 0 1.8 La LATITE Loose and significantly stained LATITE gravel with residual soil and organics OB XW Br-Gr 70 DETP15-02 0 2 RS Residual Soil Brown clayey colluvial soil with organics OB RS Br 80 DETP15-02 2 5 La LATITE Significantly iron oxide stained LATITE with weathered out pits and elevated clay fines OB DW Br-Gr 70 DETP15-03 0 3 RS Residual Soil Brown clayey colluvial soil with organics and loose, significantly weathered LATITE gravel and organics OB XW Br 80 DETP15-04 0 0.8 RS Residual Soil Brown clayey colluvial soil with organics OB XW Br 70 DETP15-05 0 0.6 Residual SoilRS Brown clayey colluvial soil with organics OB RS Br 90 DETP15-05 0.6 4 LATITE La Loose and significantly stained LATITE gravel with residual soil and organics OB XW Br 70 DETP15-06 0 0.4 Residual SoilRS Brown clayey colluvial soil with organics OB RS Br 90 DETP15-06 0.4 2 LATITE La Significantly iron oxide stained LATITE with weathered out pits and elevated clay fines OB DW Br-Gr 70 DETP15-07 0 0.4 Residual SoilRS Brown clayey colluvial soil with organics OB RS Br 80 DETP15-08 0 0.4 Residual SoilRS Brown clayey colluvial soil with organics OB RS Br 80 DETP15-08 0.4 2.5 LATITE La Loose and significantly stained LATITE gravel with residual soil and organics OB DW Gr-Br 60 D

average OB 2.21111

Appendix 4Petrographic Reports

Petrographic Inspection Report

Groundwork Plus ABN: 80 829 145 9066 Mayneview Street, Milton QLD 4064P: +61 7 3871 0411 F: +61 7 3367 3317E: [email protected]


Title: Petrographic Report on Spall SamplePrepared for: Edith Pastoral Company Pty Ltd

Date Sampled: 07/05/2015Sample Type. SpallSource: HarlinSample ID: Spall Sample

Date of Inspection: 05/06/2015Report Issued:Project/ File Ref. P2015.0037.001

ContributingAuthor:

PrincipalInspector:

Luke Ryan (BGeo) Rod Huntley (BSc, M.App.Sc, M.Eng)Geologist,Groundwork Plus

Principal Resource Consultant,Groundwork Plus

Petrographic Inspection Report - Petrographic Report on Spall Sample

This document is uncontrolled when printed.P2015.0037.001 GROUNDWORK p l u s

Page 2 of 7

Summary· The supplied rock sample is identified an Andesitic/Latite Crystal

Lapilli Tuff and accordingly of Intermediate Igneous chemistry.

· In hand sample the rock is described as a brown-grey fine grainedand relatively dense extrusive igneous rock. Feldspathic grainsmeasure 0.2 to 0.5mm in diameter and are suspended in a darkgroundmass. Spalls are superficially stained from rusty brown to vividorange with fractures common and displaying similar weatheredstaining. Leaching progresses inwards approximately 5.0mm fromthese planes producing a lighter halo around essentially unweatheredrock. The tuff’s groundmass is composed of a dark welded ash. Thetuff is hard and extremely strong resisting numerous blows with a pickbefore breaking and cannot be scratched by a steel blade. The rockis mildly magnetic. Minor sulphides are observed in hand sample.

· Petrographic analysis reveals the rock is comprised of randomly orientated feldspathic crystal fragments androunded lapilli of intermediate composition hosted in a semi-opaque welded ash with ubiquitous opaque formationalong the parameters of these crystal fragments and lapilli inclusions. Iron oxide staining emanates from theseopaque zones rendering much of the sample a brown semi-opaque in plane polarised light. Minor pyroxene andhornblende crystal fragments are also observed. Feldspars display slight weathering to clays which are observedas dusty crystal surfaces. Collectively the rock displays slight weathering which is most apparent along fractureswith extensive iron oxide staining. The rock is non-porous and predicted to be durable.

· The rock is composed primarily of robust silicate crystal fragments, lapilli and well consolidated welded ash andopaques (86%) with the balance accounted for by secondary iron oxide, feldspar derived clays and smectite(14%). These secondary values are elevated in zones adjacent fracturing but are not regarded as significantlyreducing the overall strength or engineering utility of the rock.

· The sample contains nil observable free silica as quartz but silica saturation may have occurred among the weldedash which is too fine to observe in thin section or obscured by the ubiquitous iron oxide staining. It is thereforeprudent to attribute low risk of alkali-silica reactivity in concrete to the tuff.

· Rock represented by this sample is regarded as suitable for a broad range of industrial applications includingCoarse Aggregate in Concrete (MRTS70), Unbound Pavements (MRTS05), Cover Aggregate (MRTS22), Denseand Graded Asphalt (MRTS30 and 31), Rail Ballast (CT147) and Manufactured Sand. The rock is also suitablefor use as Gabion and Revetment and depending on the jointing density of the source material, rock may be usedas Marine Armour.

· For engineering purposes the rock may be summarised as:

- Andesitic crystal lapilli tuff, an extrusive igneous rock of intermediate chemistry.- Slightly weathered and non-porous with trace alteration.- Composed principally of robust feldspar crystal fragments, lapilli and welded volcanic ash.- Very hard, extremely strong and regarded as durable.- Containing nil observable free silica.- Having low potential for alkali-silica reactivity.



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Table 1 – Risk Rating for Specific Applications and Source Rock QualityRisk Rating forApplication Low Mod High

Comments (Assuming the sample is indicative of overall source rockquality)

Coarse Aggregate inConcrete ü Low weak/secondary mineral count so water demand should be lowAggregate UnboundPavements

üSuitable high strength, hard and durable material

Cover Aggregate Suitable high strength, hard and durable materialGraded AsphaltAggregate

üSuitable high strength, hard and durable material

Manufactured Sand ü Low fines component with minor shrink swell smectite clayMarine Armour ü Materially suitable but dependant on the source rock’s jointing densityGabion and Revetment ü SuitableRisk Rating SourceRock Low Mod HighAlkali Silica Reactivity ü Low risk given under-saturation silica among the basalt’s volcanic glassWeak SecondaryMineral Impacts

ü 14% weak secondary mineral evident. Effective liberated weak mineral value tobe determined by level of crushing but largely locked within the matrix

Durability ü Predicted to be durableStrength ü Very strongHardness ü Very hardFree Silica Content ü Nil observable free silicaSulfides ü No sulfides visible in hand specimen*Low risk means a low probability of causing source rock related issues in regard to material performance in any particular applications. Risk is recommendedto be considered in conjunction with a sampling frequency protocol for production of any particular product.

Plate 1. Photograph displaying slightly weathered latite with distinct superficial weathering rendering rock joints red-brown. Significant force is required to breakthe latite which is regarded as extremely strong.



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IntroductionThis report provides the results of a general petrographic assessment of a rock sample which was submitted to theGroundwork Plus Petrographic Laboratory. This report describes the method and standards used to assess the sample.The thin section was prepared and analysed by Groundwork Plus Petrographic Services. Communication ofsubsequent findings are advised by AS 1726-1993 Geotechnical Site Investigations.

MethodThe petrographic assessment of the slide was carried out using a Nikon polarising microscope equipped with a digitalcamera at the Groundwork Plus Petrographic Laboratory. A photograph of the hand specimen and thin sectionphotomicrographs showing grain sizes and any particular aspects of the minerals were included as part of the report(Plates 1, 2 and 3). Modal analysis was conducted on the sample using JMicroVision image analysis software on 200points (Table 2 – Modal Analysis of Minerals).

The petrology assessment for Alkali Silica Reactivity was based on:

· ASTM C 295 Standard Guide for Petrographic Assessment of Aggregates for Concrete· AS2758.1 – 1998 Aggregates and rock for engineering purposes part 1: Concrete aggregates (Appendix B)

· AS1141 Standard Guide for the Method for sampling and testing aggregates

· Alkali Aggregate Reaction - Guidelines on Minimising the Risk of Damage to Concrete Structure in Australia -Cement and Concrete Association of Australia and Standards Australia (HB 79-1996)

· The accepted definition of free silica is set out in the Queensland Department of Transport and Main RoadsTest Method Q188, and tested pursuant to the Standard Guide for the Method of Sampling and TestingAggregates AS 1141.

Petrographic DescriptionName: Andesitic/Latite Crystal Lapilli Tuff

Lithology: Intermediate Igneous Rock

Hand Specimen Description

In hand sample the rock is described as a brown-grey fine grained and relatively dense extrusive igneous rock.Feldspathic grains measure 0.2 to 0.5mm in diameter and are suspended in a dark groundmass. Spalls are superficiallystained from rusty brown to vivid orange with fractures common and displaying similar weathered staining. Leachingprogresses inwards approximately 5.0mm from these planes producing a lighter halo around essentially unweatheredrock. The tuff’s groundmass is composed of a dark welded ash. The tuff is hard and extremely strong resistingnumerous blows with a pick before breaking and cannot be scratched by a steel blade. The rock is mildly magnetic.Minor sulphides are observed in hand sample.



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Plate 2. Microphotograph displaying representative mineral assemblage and texture of the rock sample including abundant rectangular or square sanidine lathsand potassic feldspar crystal fragments with accompanying plagioclase laths and microlites which compose the rounded lapilli. Iron oxide staining is ubiquitousand emanates from the opaque component. Fine quartz is expected to accompany the plagioclase microlites in the lapilli. Image shown in cross polarised light.

Plate 3. Microphotograph using plane polarised light to illustrate the pervasive nature of iron oxide/hematic staining throughout the sample. Darker zones areassociated with the occurrence of opaques.



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Thin Section DescriptionThe sample is identified as a complex andesitic/latite crystal lapilli tuff. This extrusive igneous rock forms with thedeposition of ejected volcanic ash and nascent crystal fragments and is augmented by droplets of quenched magmawhich rain down into the ash and crystal slurry. These components are welded together by extreme heat to produce acohesive igneous rock of commonly intermediate chemistry. These droplets measuring approximately 1.0mm aretermed lapilli and retain their rounded discreet nature as these are frequently solid when they are incorporated. Theash which welds the crystals and lapilli together forms a very fine grained matrix which commonly contains significantmagnetite and is therefore prone to the oxidation and staining observed in this rock and common among rocks of thistype.

With the exception of the lapilli microlites feldspar crystals display slight weathering to clay. This is observed as dustycrystal surfaces often obscured by iron oxide formation. Plagioclase microlites, opaques and ash compose much ofthe lapilli. Rare pyroxene crystals measuring 0.2mm display partial smectite replacement which also occupies fineveins adjacent rock fractures and advanced weathering. While secondary iron oxide formation is pervasive andassociated with this advanced weathering it is not seen to significantly reduce the strength of the rock in its own rightparticularly that material beyond the leached halos.

Eruptive formations represented by the provided sample are usually associated with a magma body of genetic andchemical similarity. In practical terms this may mean that in addition to the resource represented by this sample therewill likely reside a coarser grained and more extensively crystallised material nearby. While the rock displays increasedweak secondary minerals and an associated reduction in strength at and near jointing the remainder of the rock appearssound and is likely to offer high strength and durability.

A mode based on a count of 200 widely spaced points is listed in Table 2 - Modal Analysis of Minerals.

Table 2 – Modal Analysis of MineralsMINERALS MODE (per cent) COMMENTSMatrix 34 Welded ash of apparently intermediate chemistry forming the very

fine grained matrix. Possibly containing fine quartz as quenchedsilica

Lapilli 22 Chemically similar to the material which occupies the bulk of the rockas crystal fragments and welded ash but as discrete roundedinclusions

Feldspar 20 Fragments of sanidine and potassic feldspars with plagioclase lathsand microlites

Opaques 7 Anhedral crystals forming around lapilli and crystal parameters.Majority to include hematite and magnetite (6%) but likely to includeapproximately 1% sulfides as pyrite is observed in hand sample andthe sample is not significantly magnetic

Pyroxene 2 Rare anhedral crystalsHornblende 1 Rare anhedral crystals with characteristic 120 degree cleavageSECONDARY MINERALSIron oxide 8 Occurring as orange-brown hematic staining rendering much of the

matrix semi-opaque in thin section. Associated with opaquesFeldspar clays 3 Weathering product of the feldspathic phasesSmectite 3 Observed replacing rare pyroxene crystals and obscured by iron

oxide in fractured zonesSericite Trace Alteration product of plagioclaseTotal 100



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Point Load TestITEM RESULTSSample ID Rock P2015.0037Date 1/06/2015Moisture DryWeakness Jointing planesIs Mpa* 25.6Is Mpa Is (50)* 16.6Shape of Specimen BlockLoad Direction AnisotropicMaterial Description Andesite/latite tuffDescriptive Term** Extremely StrongNotes: *performed to AS4133.4.1-2007

**performed to AS1729-1993 Table A8

InterpretationRock represented by this sample is regarded as suitable for a broad range of industrial applications including CoarseAggregate in Concrete (MRTS70), Unbound Pavements (MRTS05), Cover Aggregate (MRTS22), Dense and GradedAsphalt (MRTS30 and 31), Rail Ballast (CT147) and Manufactured Sand. The rock is also suitable for use as Gabionand Revetment and depending on the jointing density of the source material, rock may be used as Marine Armour.

For engineering purposes the rock may be summarised as:

- Andesitic crystal lapilli tuff, an extrusive igneous rock of intermediate chemistry.- Slightly weathered and non-porous with trace alteration.- Composed principally of robust feldspar crystal fragments, lapilli and welded volcanic ash.- Very hard, extremely strong and regarded as durable.- Containing nil observable free silica.- Having low potential for alkali-silica reactivity.

Free Silica ContentNil observable free silica.

Enquiries regarding the content of this report should be directed to Groundwork Plus 07 3871 0411Samples are disposed of after 3 months from the date of report. Thin sections will remain on site indefinitely.

Copyright ©These materials or parts of them may not be reproduced in any form, by any method, for any purpose except with written permission from Groundwork Plus.

Petrographic Inspection Report

Groundwork Plus ABN: 80 829 145 9066 Mayneview Street, Milton QLD 4064P: +61 7 3871 0411 F: +61 7 3367 3317E: [email protected]


Title: Petrographic Report on Medium SandPrepared for: Edith Pastoral Company

Date Sampled: 7/05/2015Sample Type. SandSource: HarlinSample ID: Medium Sand

Date of Inspection: 05/06/2015Report Issued:Project/ File Ref. P2015.0037.002

ContributingAuthor:

PrincipalInspector:

Luke Ryan (BGeo) Rod Huntley (BSc, M.App.Sc, M.Eng)Geologist,Groundwork Plus

Principal Resource Consultant,Groundwork Plus

Petrographic Inspection Report - Petrographic Report on Medium Sand


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Summary· In hand specimen the supplied sample is identified as a brown, medium grained Quartzose Lithic Sand. Grains

measure 0.5 to 1.0mm in diameter and are sub-rounded to sub-angular. Grains are hard, do not disaggregateand are predicted to be strong and durable. The sand is relatively clean with a minor organic component quicklywashed out in water producing mildly discoloured water and trace argillaceous material. Some darker grains arehighly magnetic. No sulfides are observed in hand sample.

· Petrographic analysis reveals the sand is a medium grained and dominantly lithic sand comprising epidotisedintermediate igneous (68%), clear single quartz (19%) and feldspar (5%) grains with subordinate, hornblende(4%), polycrystalline quartz (2%), magnetite (1%), microcrystalline quartz (1%) and trace biotite, chalcedony andcharcoal. Quartz grains show mild (10%) to moderate (9%) strain. Silt or clay sized particles occupy less than 1%of the sample

Documents

310 Gregors Creek Road, Gregors Creek Resource Investigation · 2019. 5. 2. · 310 Gregors Creek Road, Gregors Creek 9/06/2015 This document is uncontrolled when printed. 1857.220.001