GEOTECHNICAL STUDY WITCHCLIFFE ECOVILLAGE …...o adobe/straw bale construction; and o general and structural fill advise on any ground improvement required (e.g. stabilisation of

J1501256 001 R Rev1

www.galtgeo.com.au 2/39 Flynn St, WEMBLEY WA 6 014

T: +61 (8) 6272-0200 F: +61 (8) 9285-8444 23 December 2015

Report on GEOTECHNICAL STUDY

WITCHCLIFFE ECOVILLAGE PROJECT LOTS L2812 AND L2807 BUSSELL HWY

WITCHCLIFFE

Submitted to: Hulme Developments Pty Ltd

10412 Bussell Highway WITCHCLIFFE WA 6286

J1501256 001 R Rev1 23 December 2015

Galt Geotechnics Pty Ltd

www.galtgeo.com.au 2/39 Flynn St, WEMBLEY WA 6014

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TABLE OF CONTENTS

1. Introduction ................................................................................................................................................................ 1

2. Site Description and Proposed Development ............................................................................................................. 1

3. Project Objectives ....................................................................................................................................................... 1

4. Fieldwork ..................................................................................................................................................................... 2

5. Laboratory Testing ...................................................................................................................................................... 3

5.1 Geotechnical ....................................................................................................................................................... 3

5.2 Phosphorous Retention Index ............................................................................................................................. 3

5.3 Acid Sulfate Soils ................................................................................................................................................. 4

6. Site Conditions ............................................................................................................................................................ 4

6.1 Geology ............................................................................................................................................................... 4

6.2 Subsurface Conditions ......................................................................................................................................... 4

6.3 Groundwater ....................................................................................................................................................... 5

7. Geotechnical Assessment ........................................................................................................................................... 5

7.1 Site Classification................................................................................................................................................. 5

7.2 Excavatability ...................................................................................................................................................... 6

7.3 Site Preparation .................................................................................................................................................. 6

7.4 Compaction ......................................................................................................................................................... 7

7.4.1 General .......................................................................................................................................................... 7

7.4.2 Granular Soils ................................................................................................................................................ 7

7.4.3 Clayey Soils .................................................................................................................................................... 8

7.5 Approved Fill ....................................................................................................................................................... 8

7.5.1 General .......................................................................................................................................................... 8

7.5.2 Straw Bale/Adobe Construction .................................................................................................................... 9

7.6 Effluent Disposal ................................................................................................................................................. 9

7.7 Pavement Design................................................................................................................................................. 9

8. Preliminary Acid Sulfate Soils Assessment .................................................................................................................. 9

8.1 Assessment Criteria ............................................................................................................................................. 9

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8.2 Field Testing Results .......................................................................................................................................... 10

8.3 Summary ........................................................................................................................................................... 10

9. Closure ...................................................................................................................................................................... 10

TABLES (WITHIN TEXT)

Table 1: Summary of Permeameter Test Results ................................................................................................................ 3

Table 2: Summary of Laboratory Test Results .................................................................................................................... 3

Table 3: Summary of PRI Laboratory Test Results .............................................................................................................. 4

Table 4: Summary of Site Classifications (AS 2870-2011) ................................................................................................... 5

TABLES (ATTACHED)

Table A1: Summary of Tests

Table A2: ASS Test Results

FIGURES

Figure 1: Site and Location Plan

APPENDICES

APPENDIX A: SITE PHOTOGRAPHS

APPENDIX B: TEST PIT REPORTS

APPENDIX C: DYNAMIC CONE PENETRATION TEST RESULTS

APPENDIX D: LABORATORY TEST RESULTS

APPENDIX E: PRI TEST RESULTS

APPENDIX F: UNDERSTANDING YOUR REPORT

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1. INTRODUCTION

This report presents the outcomes of Galt Geotechnics Pty Ltd’s (Galt’s) geotechnical study conducted for the proposed Witchcliffe Ecovillage Project on Lots L2812 and L2807 Bussell Highway (“the site”) to the east of the existing Witchcliffe townsite. The location of the site relative to the surrounding area is shown on Figure 1, Site and Location Plan.

The study was requested by Wayne Prangnell of Hulme Developments Pty Ltd and authorised in an email dated 28 November 2015.

This revised report supersedes our previous report J1501256 001 R Rev0 dated 21 December 2015 and addresses queries by Wayne Prangnell of Hulme Developments Pty Ltd.

2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT

The site is located to the east of the existing Witchcliffe Townsite and covers a total area of 119.1 ha. The site is bounded by Mill Road to the north, Davis Road to the south and the Bussell Highway to the west. Along the eastern boundary is open pasture to the north and bushland along the southern half.

We understand that a vineyard was developed by Cape Mentelle on Lot L2807. Most of the site has been cleared and at present, the northern lot is being used for grazing while the southern lot is used for grazing and viticulture. A couple of residential dwellings are present towards the northern end of the site and a large shed is present towards the centre of the southern lot. The site is typically flat to gently undulating with the surface elevation ranging from about RL 65 m AHD in the middle of the eastern boundary to RL 86 m AHD in the northwest corner.

There are three ephemeral drainage courses, draining eastwards across the site. There is a relatively large dam in the middle (50 ML) and a smaller dam across the northern creek line.

Proposed Development

The current concept plan for the development includes 269 residential lots, 8 mixed use lots, 14 tourism lots, 13 commercial lots and 1 community lot. The project will include on-site power generation, water collection and wastewater treatment and re-use and onsite food production within community gardens and agricultural areas. The project will also require all houses to meet passive solar building design criteria and will promote high performance and environmentally sustainable building materials such as straw bale walls.

In addition, the existing northern dam will be upgraded to a 40 ML stormwater retention dam. A new 70-80 ML dam is to be built on the southern creek line.

3. PROJECT OBJECTIVES

The objectives of the study were to:

assess subsurface soil and groundwater conditions across the site; provide site classification(s) in accordance with AS 2870-2011 “Residential Slabs and Footings”; provide recommendations on site preparation procedures including compaction criteria; provide an assessment of the suitability of the site for potential on-site effluent disposal; advise on likely excavatability; provide an assessment of on-site materials for potential use as:

o road construction materials; o dam construction materials (if required);

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o adobe/straw bale construction; and o general and structural fill

advise on any ground improvement required (e.g. stabilisation of expansive clays); and provide a subgrade California bearing ratio (CBR) value for pavement thickness design by others.

4. FIELDWORK

The fieldwork was carried out on 1 to 3 December 2015 and comprised:

site walk-over by an experienced geotechnical engineer; excavation of test pits at 44 locations (TP01 to TP46, excluding TP35 and TP39), extending to depths of

between 0.9 m and 2.9 m; testing with a dynamic cone penetrometer (DCP) at each test pit location, extending to depths of between

0.3 m and 1.1 m; and constant head infiltration tests using a Guelph permeameter at 7 locations (PERC01 to PERC07), at depths of

between 0.3 m and 1.2 m below ground.

General

A geotechnical engineer from Galt conducted the site walk-over, located the test positions, observed the test pitting, logged the materials encountered in the test pits, collected samples for inspection and possible laboratory testing, and performed the permeability testing and penetrometer testing.

The test locations are shown on Figure 1, Site and Location Plan and details are summarised in Table A1, Summary of Tests, located at the end of the text. Photographs of the site are presented in Appendix A, Site Photographs.

Test Pits

Test pits were excavated using a CAT 311D LRR 13 tonne tractor mounted backhoe fitted with a 900 mm wide toothed bucket. The excavator was supplied by the client and operated by Cowara Construction.

Test pit reports are presented in Appendix B, Test Pit Reports, along with the method of soil description and cementation classification, and a list of explanatory notes and abbreviations used on the reports. Photographs of each of the test pit excavations are included with each test pit report.

Dynamic Cone Penetrometer Testing

DCP tests were carried out adjacent to most test pits. Results of the DCP testing are presented in Appendix C, Dynamic Cone Penetrometer Test Results. The tests were conducted in accordance with test method AS 1289 6.3.2.

Permeability Testing

Constant-head permeameter tests were carried out in accordance with Appendix G of AS1547 (2012), “On-site domestic wastewater management” using a Guelph permeameter. The results of the permeameter testing are summarised in Table 1: Summary of Permeameter Test Results.

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Table 1: Summary of Permeameter Test Results

Permeability Test

Test Depth (m)

Soil Type Hydraulic Conductivity

Permeability, k (m/day)

PERC01 0.4 Silty SAND 1.0




PERC05 0.4 Silty SAND/SAND 18.2

PERC06 1.2 Clayey SAND <0.01


5. LABORATORY TESTING

5.1 Geotechnical

Laboratory testing on soil samples was undertaken by Mining & Civil Geotest in their NATA accredited laboratory and comprised determination of:

particle size distribution on six samples; Atterberg limits and linear shrinkage on five samples; dry density-moisture content relationship using Modified compactive effort on two samples; and soaked California bearing ratio (CBR) on two remoulded samples.

Laboratory test results along with the test methods followed are presented in Appendix D, Geotechnical Laboratory Test Results and are summarised in Table 2, Summary of Laboratory Test Results.

Table 2: Summary of Laboratory Test Results

Test Pit

Depth (m)

Unified Soils Classification

% Gravel

% Sand

% Fines

LL (%)

PI (%)

LS (%)

MMDD (t/m3)

OMC (%) CBR

TP03 1.2-1.4 SC 1 62 37 45 27 9.5 - - -

TP06 1.0-1.2 SC 1 68 31 35 19 7.0 - - -

TP09 0.8-1.0 SM 0 87 13 NO NP 0.0 - - -

TP32 0.0-0.3 GP 60 36 4 - - - 2.19 9.2 80

TP37 0.5-0.7 SC 37 32 31 45 26 9.0 - - -

TP45 0.1-0.3 SM 0 82 18 NO NP 0.0 2.00 9.6 25 LL: Liquid Limit PI: Plasticity Index LS: Linear Shrinkage MC: Moisture Content MMDD: Maximum Dry Density (using modified compaction energy) OMC: Optimum Moisture Content NO: Not Obtainable NP: Non-Plastic CBR California bearing ratio (soaked) of samples remoulded to a dry density ratio of 95% MMDD, 4.5 kg surcharge

5.2 Phosphorous Retention Index

Phosphorous Retention Index (PRI) testing was undertaken on six soil samples by CSBP’s Soil and Plant Analysis Laboratory in Bibra Lake. The results of the laboratory testing are presented in Appendix E, PRI Laboratory Test Results and are summarised in Table 3: Summary of PRI Laboratory Test Results.

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Table 3: Summary of PRI Laboratory Test Results

Test Pit Sample Depth (m) PRI (mL/g) Soil Type

TP09 0.8-1.0 15.2 Silty SAND

TP31 0.7-0.9 57.2 LATERITE

TP37 0.5-0.7 1641.5 Clayey GRAVEL

TP45 0.1-0.3 21.2 Silty SAND

PERC06 1.0-1.2 137.6 Clayey SAND

PERC07 0.1-0.3 66.7 Silty SAND

5.3 Acid Sulfate Soils

Soil samples were tested for pH before (pHF) and after (pHFOX) rapid oxidation with hydrogen peroxide (H2O2). The field tests were undertaken to provide an indication of soil types likely to have the potential to generate acidity as a result of oxidation during earthworks. Test results are presented in Table A2 at the end of the text.

6. SITE CONDITIONS

6.1 Geology

The Karridale-Tooker sheet of the 1:50,000 scale Regolith-Landform Resources series map indicates that area is underlain by the following soil units:

Residual soils described as ferruginous duricrust overlying mottled soil (weathered Leeuwin Complex), including leached quartz sand. This is typically over the upper valley slopes;

Colluvial soils described as silty or gravelly sand over mottled sandy clay. Typically on the side slopes; Alluvial deposits described as silty clayey sand in the lower-lying drainage valleys.

Note: The soils mapping provided for Lot L2807 indicates that the clayey and silty soils are relatively widespread across the site at a depth below about 0.5 m, with localised laterite outcrops.

The findings of our investigation indicate that the subsurfac econiditons on the site generally comprise silty and gravelly sands overlying either clayey sands or laterite.

6.2 Subsurface Conditions

Based on the materials encountered within the test pits, we consider the subsurface conditions to be relatively consistent across the majority of the site. The typical soil profile comprises the following:

Silty SAND/SAND/Sandy GRAVEL (SM/SP/GP), fine to medium grained sand, fine to medium grained gravel, rounded to sub-angular, up to 30% non-plastic fines, pale brown to pale grey, locally very weakly cemented, trace roots and rootlets, generally medium dense to very dense, generally dry, present from the surface, extending to depths of between 0.3 m and 2.0 m; overlying

Clayey SAND/Gravelly Clayey SAND/Clayey Sandy GRAVEL (SC/GC), 30% to 70% fine to medium grained sand, 20% to 40% low to medium plasticity clay fines, generally pale grey/orange brown/pale brown locally stained red-brown, variably iron cemented1, locally with up to 40% iron-cemented, fine to coarse grained gravel, localised COBBLE to BOULDER sized concretions, firm to hard, generally dry, locally moist to wet, extending to the maximum depth of investigation of 2.9 m.

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Notes 1. The clayey material encountered across the site is variably iron cemented, ranging from very weakly cemented to

well cemented laterite hardpan. Laterite hardpan was more frequently encountered towards the southern half of the site; however, was also locally present on the northern half of the site.

2. Backhoe refusal occurred in twenty-one of the test pits on shallow laterite or very stiff to hard clayey material.

6.3 Groundwater

Groundwater information provided indicates that perched groundwater is deeper than about 1 m over the northern part of the site and slightly shallower over the southern part. Surface water is present during the winter in the central and western parts of the site.

Groundwater was encountered within seven of the test pits (TP01, TP03, TP09, TP19, TP22, TP23*, TP25 and TP43) at depths of between 1.0 m and 2.6 m. This was generally inferred to be perched water on top of hard clayey layers or on laterite.

Note: Groundwater encountered within TP23 at a depth of 1.0 m is unlikely to be perched water. Based on the material encountered within the test pit, the proximity of the test pit to the existing central dam and the rate of water ingress, we consider it possible that the water encountered eminates from the dam.

7. GEOTECHNICAL ASSESSMENT

7.1 Site Classification

The site classification is based on AS 2870-2011 “Residential Slabs and Footings” which defines the site classes as given in Table 4.

Table 4: Summary of Site Classifications (AS 2870-2011)

Class Description Characteristic Surface Movement (ys)

A Most sand and rock site with little or no ground movement from moisture change Not Defined (typically <5 mm)

S Slightly reactive clay sites with only slight ground movement from moisture changes 0 – 20 mm M Moderately reactive clay sites, which may experience moderate ground movements

from moisture change 20 – 40 mm

H1 Highly reactive sites, which may experience high ground movements from moisture change

40 – 60 mm

H2 Highly reactive sites, which may experience very high ground movements from moisture change

60 – 75 mm

E Extremely reactive sites, which may experience extreme ground movements from moisture change

>75 mm

P Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise

Not Defined

We consider that the site classifications shown in Figure 2, Site Classifications and Indicative Shallow Laterite Locations, are appropriate for the site, provided site preparation measures outlined in Section 7.3 are followed.

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Site classifications considered appropriate are:

“Class S” for the majority of the site where less than 1.5 m of silty sand is present overlying clayey material; “Class A” forlocalised areas towards the western boundary of the site where greater than 1.5 m of silty sand

is present overlying clayey material and where shallow laterite is present.

Improvement of the entire site to “Class A” is possible with importation and placement of between 0.1 m and 1.2 m of inert sand (or gravel) fill to produce a total thickness of about 1.5 m (in-situ sand and inert fill) overlying clayey material.

Note: Figure 2 identifies test pits where shallow laterite was encountered during our study. It should be noted that due to the variable nature of the laterite across the site, additional areas of shallow laterite, not identified during the investigation, are likely to be present.

7.2 Excavatability

Based on the soil profile encountered, we expect that excavations on site will generally be achievable using conventional earthmoving equipment (i.e. with a 10 tonne or larger excavator). Most of the test pits (excavated with an 13 tonne excavator fitted with a toothed bucket) extended to more than 1.5 m depth. Shallower refusal occurred in 9 test pits, mainly on the eastern part of the site as well as near the northern and southern boundaries.

Excavation of the laterite across the site may be difficult and could potentially require ripping with a large bulldozer (Cat D9 or larger) to initially break up and loosen the material.

Excavations in sand are prone to instability. Above the water table, we recommend batter angles no steeper than 1V:2H for temporary slopes and 1V:3H for permanent slopes where no external restraint is provided to the slope. Even at these slope angles, rilling and erosion of the slope may occur. Where steeper slopes are required, temporary or permanent slope retention must be employed.

Temporary slopes up to 1V:1.5H can be considered where:

No surcharge (machinery, stockpiles, etc.) is present at the crest of the slope. The maximum slope height is 2 m. The slope is thoroughly dewatered to at least 1 m below the toe of the slope.

Dewatering would probably not be required as the groundwater is expected to be relatively deep. Localised shallow perched water may, however, occur during the wet season. Where inflow does occur, excavations should be shaped such that water is directed to a sump from which it can be pumped.

A geotechnical engineer must be consulted where there is any doubt regarding the stability or safety of unsupported excavations.

7.3 Site Preparation

The site preparation measures outlined below are aimed at improvement of the site in preparation for construction of the structures including on-ground slabs, shallow footings and pavements.

Demolish existing buildings and infrastructure related to farming activities. Remove demolition debris and any other deleterious material from site including old footings, concrete slabs, soak wells, buried services and building rubble.

Strip vegetation from the site including grubbing out of tree roots.

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Strip and stockpile topsoil from the site for potential re-use in non-structural applications or for possible blending with clean sand (generally only a thin layer of topsoil was noted at the time of our investigation over the majority of the site). Topsoil strip is only necessary to remove roots. We recommend a 100 mm topsoil strip or as otherwise necessary to remove all roots from the soil.

Excavate to grade (where required). All excavated sandy material (including well-cemented laterite gravel) should be stockpiled for re-use as inert structural fill. The underlying clayey soils should only be used for bulk fill.

Compact ground surface to achieve the level of compaction specified in Section 7.4 to a minimum depth of 0.9 m below surface. Note: Where there is more than 1 m of bulk fill to be placed over the in-situ sand, the depth of compaction can be reduced to 0.45 m. No compaction is required where cemented laterite is exposed.

Where fill is required to raise site surface levels, approved fill must be used (refer to Section 7.5), placed and compacted in layers of no greater than 300 mm loose thickness.

7.4 Compaction

7.4.1 General

Over-excavation and replacement of loose/soft materials may be required where the minimum density cannot be achieved.

Fill must be placed in horizontal layers of not greater than 0.3 m loose thickness for granular material and 0.2 m loose thickness for cohesive material. Each layer must be compacted by suitable compaction equipment, and carefully controlled to ensure even compaction over the full area and depth of each layer.

Care will need to be taken when compacting in the vicinity of existing services and structures. This is particularly important if vibratory compaction is being carried out. Tynan (1973)1 provides assistance with the selection of compaction equipment for use adjacent to services.

Large compaction equipment (self-propelled vibrating rollers, etc.) must not be used within 2 m behind retaining walls. Hand compaction plant must be used.

After compaction, verify that the required level of compaction has been achieved by testing to a minimum depth of 0.9 m in sandy soils and 0.3 m in clayey soils:

On each lift of fill on a 40 m grid; At each spread footing location; At 15 m centres along strip footings; and On a grid of 15 m centres below on-ground slabs and pavements.

Further to this, we recommend footings be inspected by a geotechnical engineer prior to blinding to ensure that soft spots are not present between test areas.

7.4.2 Granular Soils

Approved granular fill must be compacted using suitable compaction equipment to achieve a dry density ratio of at least 95% MMDD (maximum modified dry density) as determined in accordance with AS 1289 5.2.1 at a moisture content within 2% of optimum moisture content (OMC). Over-excavation and replacement of loose materials may be required where the minimum density cannot be achieved.

1 Tynan (1973) Ground Vibration and Damage Effects on Buildings, Australia Road Research Board, Special Report No. 11.

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Granular fill must be placed in horizontal layers of not greater than 300 mm loose thickness. Each layer must be compacted by suitable compaction equipment (such as a self-propelled vibrating rollers or large (>400 kg) plate compactor), and carefully controlled to ensure even compaction over the full area and depth of each layer.

Where clean sand (<5% gravel, <5% fines) is used as fill, a Perth sand penetrometer (PSP) may be used for compaction control in accordance with AS1289.6.3.3. The following minimum blow counts may be assumed to correspond to a DDR of 95% MMDD:

0-150 mm: SET 150-450 mm: 8 450-750 mm: 10 750-1050 mm: 12 (or 750-900 mm: 6).

If difficulties are experienced in achieving the required blow count, an on-site PSP calibration should be undertaken to determine the site-specific blow count correlating to the required dry density ratio.

7.4.3 Clayey Soils

In-situ clayey material must be moisture conditioned to within 2% of OMC and compacted to a minimum dry density ratio of 95% SMDD (in accordance with AS1289.5.1.1.).

A nuclear density gauge should be used for compaction control of clayey and gravelly soils in accordance with AS1289.5.8.1.

Surficial clayey soils are likely to soften and become saturated during and following rainfall. This commonly leads to weaving and rutting of the surface when trafficked by earthmoving equipment. It will also be difficult to compact the clayey soil in this condition. Where this occurs, we recommend the following prior to compaction:

remove the soft saturated clayey soil to waste to expose a competent clay base; or wait until the soils have dried to at or near their optimum moisture content for compaction.

We note that regardless of the compaction of clayey soils, they are still likely to perform poorly with regard to strength, rutting, etc. when wet.

7.5 Approved Fill

7.5.1 General

Imported granular fill must comply with the material requirements as stated in AS 3798-2007, “Guidelines on Earthworks for Commercial and Residential Developments”.

Generally, the in-situ silty sand and gravelly sand present at the site are suitable for re-use as bulk fill and inert structural fill. However, any organic-rich sand (including the nominal 100 mm topsoil strip) or sand containing significant proportions of fines (material less than 0.075 mm in size) must not be used.

We consider the clayey sand present across the site to be potentially suitable for re-use in the construction of the proposed dams; however, further testing is required to assess the permeability of the material.

Where doubt exists, a geotechnical engineer must be engaged to inspect and approve the use of potential fill materials.

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7.5.2 Straw Bale/Adobe Construction

We understand that consideration is being given to house construction using earthen rendered straw bales and adobe bricks. There appears to be little published information available on the use of straw bales and adobe bricks for house construction, and on the required properties of the earth for use as render or in manufacture of the bricks. Notwithstanding it appears that clayey sand type material are commonly used as earthen render. Based on this, we consider the clayey sand present across the site to be potentially suitable for re-use as earthen render for straw bale house construction and for the construction of adobe bricks. However, due to the localised presence of coarse gravel to boulder sized concretions within much of the clayey material, this will need to be confirmed by the appropriate contractor prior to use.

7.6 Effluent Disposal

Constant-head permeameter tests were carried out at seven locations across the site (PERC01 to PERC07). The results of the permeameter tests are presented in Section 4. The permeameter testing was undertaken between depths of 0.3 m to 1.2 m.

The soils have been classified in accordance with Table 5.1 of AS1547 (2012). In general, the silty sand soils in the top of the soil profile across the site are classed as Soil Category 2. The more clayey material at depth across the site is classed as Soil Category 5.

Based on the results of the permeameter tests, we consider the silty sands and gravelly sands at the top of the soil profile (generally present from surface to depths of between 0.3 m to 2.0 m) are suitable for effluent disposal systems. However, effluent disposal is not recommended within deeper soils due to the clayey nature of the soil. Additionally, conventional effluent disposal is not recommended in areas of shallow laterite, generally located on the southern half of the site. In these areas it is recommended that alternative effluent disposal systems (i.e. Aerobic Treatment Units) be utilised.

7.7 Pavement Design

Where adequate site preparation measures have been completed (i.e. pavement subgrades comprise at least 0.5 m of compacted in situ silty sand, sandy gravel or sand/gravel backfill), pavement thickness design may be undertaken assuming the following subgrade California bearing ratios:

In-situ Silty SAND – 15%; In-situ Sandy GRAVEL – 40%; and clean SAND fill – 12%.

Due to the plastic nature of the underlying clayey material, roads must be designed such that saturation of the subgrade is avoided.

We do not consider the clayey material present on-site to be suitable for use as pavement subgrades, unless it can be kept dry, as we would generally expect a CBR value of 3% to 5% when the material becomes saturated.

8. PRELIMINARY ACID SULFATE SOILS ASSESSMENT

8.1 Assessment Criteria

In most cases, field test results where pHF values of <3 to 4 are recorded indicate the presence of actual acid sulfate soils (AASS).

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Generally, the presence of unoxidised acids or potential (PASS) is indicated if:

a strong reaction with hydrogen peroxide is observed; the pHFOX is at least 1 pH unit below pHF; or the pHFOX is <3 to 4 and one or both of the above conditions apply.

8.2 Field Testing Results

ASS field test results are presented in Table A2, ASS Test Results (located at the end of the text) with the results summarised below.

Field pHF test results for all soil samples ranged from 4.3 (a number of depths at TP38) to 7.1 (TP41/0.25). Field pHFOX test results were lower, ranging from 3.3 (a number of depths at TP38) to 5.7 (TP02/0.25-0.5,

TP03/1.25). Differences between pHF and pHFOX levels in individual soil samples ranged from 0.2 (TP38/0.5) to 2.2

(TP41/0.25). During oxidation, 52 of the 72 samples field tested displayed a low reaction, 11 displayed a moderate

reaction, 8 displayed a high reaction and 1 displayed a volcanic reaction.

8.3 Summary

Based on the results of the field testing, it is considered unlikely that actual ASS (AASS) are present at the site. However, given that the results of some of the field tests (12 of 72 samples) were within the assessment criteria for PASS, potential acid sulfate soils (PASS) may be present across the site.

A detailed ASS investigation is recommended if excavations extend below the groundwater table and if more than 100 m3 of material is proposed to be excavated.

9. CLOSURE

We draw your attention to Appendix F of this report, Understanding Your Report. The information provided within is intended to inform you as to what your realistic expectations of this report should be. Guidance is also provided on how to minimise risks associated with groundworks for this project. This information is provided not to reduce the level of responsibility accepted by Galt, but to ensure that all parties who rely on this report are aware of the responsibilities each assumes in so doing.

GALT GEOTECHNICS PTY LTD

Rick Piovesan CPEng James Harris

Geotechnical Engineer Geotechnical Engineer

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Tables

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Table A1: Summary of Tests

Test Name

Test Depth

(m)

Reason for Termination

Depth to Groundwater

(m) Stratigraphy

TP01 2.2 Refusal 2.0 Silty SAND overlying Clayey SAND TP02 0.9 Refusal GNE1 Sandy GRAVEL

TP03 2.4 Target depth 2.4 Silty SAND overlying Clayey SAND

TP04 1.4 Refusal GNE TP05 1.0 Refusal GNE Silty SAND overlying LATERITE

TP06 2.5 Target depth GNE Silty SAND overlying Clayey SAND

TP07 1.8 Refusal GNE Silty SAND overlying Clayey Gravelly SAND TP08 2.5 Target depth GNE

Silty SAND overlying Clayey SAND

TP09 2.4 Target depth 2.4 TP10 2.4 Refusal GNE TP11 2.0 Refusal GNE TP12 2.6 Target depth GNE TP13 2.5 Target depth GNE TP14 1.9 Refusal GNE TP15 1.0 Refusal GNE TP16 2.7 Target depth GNE TP17 2.9 Target depth GNE Silty SAND overlying Clayey SAND overlying Clayey GRAVEL

TP18 2.5 Target depth GNE Silty SAND overlying Clayey SAND TP19 2.0 Refusal 1.8

TP20 2.6 Target depth GNE TP21 2.4 Target depth GNE Sandy GRAVEL overlying LATERITE


TP23 1.4 Terminated2 1.0 Sandy GRAVEL overlying GRAVEL (possible FILL)

TP24 2.2 Slow

progress GNE Sandy GRAVEL overlying Clayey Gravelly SAND


TP26 1.9 Refusal GNE Sandy GRAVEL overlying LATERITE TP27 1.4 Refusal GNE

TP28 2.5 Target depth GNE TP29 2.5 Target depth GNE Silty SAND overlying Clayey SAND

TP30 1.9 Refusal GNE Sandy GRAVEL overlying LATERITE

TP31 1.4 Refusal GNE TP32 2.3 Target depth GNE Silty SAND overlying Clayey SAND

TP33 1.9 Slow

progress GNE Silty SAND overlying Clayey Gravelly SAND


TP35 TEST PIT NOT EXCAVATED TP36 2.5 Target depth GNE Silty SAND overlying Clayey SAND

TP37 0.9 Refusal GNE Silty SAND overlying Clayey Sandy GRAVEL

J1501256 001 R Rev1 23 December 2015



ABN: 64 625 054 729

Test Name

Test Depth

(m)

Reason for Termination

Depth to Groundwater

(m) Stratigraphy


TP39 TEST PIT NOT EXCAVATED TP40 2.5 Target depth GNE

Silty SAND overlying Clayey SAND TP41 2.7 Target depth GNE TP42 2.5 Target depth GNE Silty SAND overlying Clayey Gravelly SAND

TP43 1.5 Refusal 1.4 Silty SAND overlying Clayey SAND

TP44 1.9 Slow

progress GNE

TP45 1.1 Refusal GNE Silty SAND overlying Clayey SAND

TP46 1.9 Refusal GNE Sandy GRAVEL overlying Gravelly Clayey SAND

TP47 TEST PIT NOT EXCAVATED PERC01 0.4 Target depth GNE Silty SAND PERC02 0.4 Target depth GNE Silty SAND PERC03 0.4 Target depth GNE Silty SAND PERC04 0.4 Target depth GNE Silty SAND PERC05 0.4 Target depth GNE Silty SAND PERC06 1.2 Target depth GNE Silty SAND overlying Clayey SAND PERC07 0.3 Target depth GNE Silty SAND

NOTES 1. GNE – groundwater not encountered

2. Test pit terminated due to strong inflow of ground water

3. Backhoe refusal occurred in twenty-one of the test pits on shallow laterite or very stiff to hard clayey material

4. Three test pits (TP35, TP39 and TP47) could not be excavated due to access constraints on the site

J1501256 001 R Rev1 23 December 2015



ABN: 64 625 054 729

Table A2: ASS Test Results

Field Observations

Sample ID Soil Description pHf

pHfo

x

pHf -

pH f

ox

Reac

tion

Rate

Location Depth/ mBGL pH

units pH

units pH

units LMHXV

Assessment Criteria 4 4 1 NV

TP01

0.00 SAND/Silty SAND: fine to medium grained, brown/grey, trace fine to coarse grained gravel, trace rootlets

5.7 4.1 1.6 H

0.25 5.4 4.7 0.7 M

0.50 5.6 5.1 0.5 L

0.75 5.4 4.5 0.9 M

1.00

Clayey SAND: fine to medium grained, grey-brown/orange-brown, 20-30% low to medium plasticity fines, trace fine to coarse grained iron cemented gravel

5.9 4.2 1.7 L

1.25 6.0 4.3 1.7 L 1.50 6.3 4.2 2.1 L

1.75 6.2 4.2 2.0 L

2.00 6.0 3.9 2.1 L

2.25 5.9 4.2 1.7 L

TP02

0.00 Gravelly SAND/Sandy GRAVEL: fine to medium grained sand, fine to coarse grained gravel, brown, trace rootlets in top 100 mm

6.4 5.6 0.8 M

0.25 6.5 5.7 0.8 L 0.50 6.7 5.7 1.0 L

0.75 6.3 5.6 0.7 L

TP03

0.00 Silty SAND: fine to medium grained, pale brown, 20-30% non-plastic fines, with some fine to medium grained gravel, trace roots

5.9 5.2 0.7 H

0.25 6.1 5.0 1.1 H

0.50 6.3 5.2 1.1 M

0.75

Clayey SAND: fine to medium grained, pale grey, 30-40% medium plasticity fines

6.5 5.4 1.1 L 1.00 6.4 5.1 1.3 L

1.25 6.0 5.7 0.3 L

1.50 5.9 4.8 1.1 L

1.75 5.9 4.8 1.1 L

2.00 5.9 4.8 1.1 L

2.25 5.8 4.8 1.0 L 2.50 5.9 4.8 1.1 L

J1501256 001 R Rev1 23 December 2015



ABN: 64 625 054 729

Field Observations


pHfo

x

pHf -

pH f

ox

Reac

tion

Rate


units pH

units pH

units LMHXV

Assessment Criteria 4 4 1 NV

TP04

0.00 Silty SAND: fine to medium grained, pale brown, 20-30% non-plastic fines, with some fine to medium grained gravel

6.1 5.4 0.7 M

0.25 6.4 5.4 1.0 M

0.50 Clayey SAND: fine to medium grained, pale brown, 30-40% low to medium plasticity fines, with some fine to coarse grained iron cemented gravel

6.2 5.1 1.1 L

0.75 6.4 5.4 1.0 L

1.00 6.6 5.0 1.6 L

1.25 6.4 5.2 1.2 L

TP13

0.00 Silty SAND: fine to medium grained, pale brown, 20-30% non-plastic fines, trace rootlets in top 100 mm

5.1 4.8 0.3 M

0.25 5.0 4.6 0.4 H 0.50 5.5 4.4 1.1 L

0.75 5.8 4.7 1.1 L

1.00

Clayey SAND: fine to medium grained, pale brown/orange-brown, 20-30% low to medium plasticity fines, trace fine to medium grained gravel

5.9 4.7 1.2 L

1.25 5.7 4.9 0.8 L

1.50 5.8 4.8 1.0 L

1.75 5.8 4.7 1.1 L 2.00 5.9 4.9 1.0 L

2.25 6.0 4.8 1.2 L

2.50 5.7 4.8 0.9 L

TP14

0.00 Silty SAND: fine to medium grained, pale grey, 20-30% non-plastic fines, trace rootlets in top 100 mm

4.9 4.0 0.9 H

0.25 5.6 4.0 1.6 H

0.50 5.8 4.3 1.5 L 0.75

Clayey SAND: fine to medium grained, pale brown/orange-brown, 20-30% low to medium plasticity fines, trace fine to medium grained gravel

5.9 4.5 1.4 L

1.00 6.0 4.5 1.5 L

1.25 6.0 4.7 1.3 L

1.50 5.3 4.0 1.3 L

1.75 5.9 4.9 1.0 L

TP38

0.00 Silty SAND: fine to medium grained, pale grey, 20-30% non-plastic fines, trace rootlets in top 100 mm

5.6 3.9 1.7 L

0.25 5.5 4.1 1.4 L

0.50 Clayey SAND: fine to medium grained, orange-brown/pale grey, 20-30% low to medium plasticity fines, with some fine to coarse grained iron cemented nodules, stained red-brown

5.6 5.4 0.2 H

0.75 5.9 4.7 1.2 L

1.00 - - - -

1.25 4.3 3.3 1.0 L

J1501256 001 R Rev1 23 December 2015



ABN: 64 625 054 729

Field Observations


pHfo

x

pHf -

pH f

ox

Reac

tion

Rate


units pH

units pH

units LMHXV

Assessment Criteria 4 4 1 NV 1.50 5.0 4.2 0.8 L 1.75 4.3 3.3 1.0 L

2.00 4.6 3.7 0.9 L

2.25 4.3 3.3 1.0 L

2.50 4.3 3.3 1.0 L

TP41

0.00 Silty SAND: fine to medium grained, pale grey/yellow-brown, 10-20% non-plastic fines, trace rootlets

4.9 4.3 0.6 H

0.25 7.1 4.9 2.2 V 0.50 6.5 4.9 1.6 M

0.75 Clayey SAND: fine to medium grained, grey/pale brown, low to medium plasticity fines, trace fine to medium grained gravel

6.3 4.9 1.4 L

1.00 6.4 5.1 1.3 L

1.25 6.4 4.9 1.5 L

1.50 6.5 4.8 1.7 L

TP45

0.00 Silty SAND: fine to medium grained, pale grey, 20-30% non-plastic fines, trace rootlets

6.1 5.1 1.0 M 0.25 6.3 5.1 1.2 M

0.50 Clayey SAND: fine to medium grained, pale brown/orange-brown, 20-30% low to medium plasticity fines, locally weakly to moderately iron cemented (LATERISED)

6.3 5.3 1.0 L

0.75 6.5 5.6 0.9 L

1.00 6.3 5.5 0.8 M



ABN: 64 625 054 729

Figures

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

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"

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"

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"

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"

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)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó"" )Ó"

"

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

")

!

")

!

")

!

")

!

")

!

")

!

")

!Bussell Hwy

Redgate Rd

Davis Rd

Lake St

Mammoth St

Mill Rd

Shervington Av

TP-35

TP-39

TP-47

P-01

P-02

P-03

P-04

P-05

P-06P-07

TP-01

TP-02

TP-03

TP-04

TP-05

TP-06

TP-07

TP-08

TP-09 TP-10 TP-11

TP-12 TP-13 TP-14 TP-15

TP-16TP-17 TP-18

TP-19 TP-20 TP-21

TP-22TP-23

TP-24

TP-25

TP-26

TP-27

TP-28

TP-29

TP-30 TP-31 TP-32 TP-33

TP-34

TP-36

TP-37

TP-38 TP-40

TP-41

TP-42

TP-43

TP-44

TP-45

TP-46

323,500

323,500

324,000

324,000

324,500

324,500

325,000

325,000

325,500

325,500

6,23

2,50

0

6,23

2,50

0

6,23

3,00

0

6,23

3,00

0

6,23

3,50

0

6,23

3,50

0

6,23

4,00

0

6,23

4,00

0

ARevFig No

±

CLIENT

PROJECT

LOCATION

TITLE

Job No

O:\Jobs\2015\J1501256 - Hulme Developments SI Witchcliffe\09 GIS\04 MXD\J1501256-001.mxd (PaulRolfe) 17/12/2015 11:10:55 AM

SCALE

DRAWN

CHECKED

DATE DRAWN

DATE CHECKED

1:8,000

GDA 1994 MGA Zone 50PROJECTION

JH

17/12/2015

PIR

(A3)

ACNTelFaxAddress

: 138 490 865: +61 (0)8 6272-0200: +61 (0)8 9285 8444: U2, 39 Flynn Street,_Wembley, WA, 6014


COPYRIGHT © 2015 THIS FIGURE AND ITS CONTENTS REMAINS THE PROPERTY OF GALTGEOTECHNICS PTY LTD AND MAY NOT BE REPRODUCED WITHOUT PRIOR APPROVAL.THIS FIGURE SHOULD BE READ IN CONJUNCTION WITH THE ACCOMPANYING REPORT.

Bussell Hwy

Caves

Rd

SITE LOCATIONMARGARET RIVER

Blackwood River

CapeFreycinet

HULME DEVELOPMENTS PTY LTDWITCHCLIFFE ECOVILLAGE PROJECT

LOTS 2807 AND 2812 BUSSELL HWYWITCHCLIFFE

SITE & LOCATION PLAN

FIGURE 1J1501256

17/12/2015

0 130 260 390 520 650

Meters

LegendSite Boundary

)Ó"" Test Pit

")

! Percolation Test)Ó"" Test Pit Not Completed

Drainage Course

Drainage Course

Existing SmallNorthern Dam

Existing LargeCentral Dam

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó"" )Ó"

"

)Ó""

)Ó""

)Ó""

)Ó"" )Ó"

"

)Ó"" )Ó"

"

)Ó""

)Ó"" )Ó"

"

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

)Ó""

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"

)Ó""

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)Ó""

")

!

")

!

")

!

")

!

")

!

")

!

")

!Bussell Hwy

Redgate Rd

Davis Rd

Lake St

Mammoth St

Mill Rd

Shervington Av

TP-35

TP-39

TP-47

TP-020.6m

TP-041.1m

TP-050.4m

TP-150.9m

TP-260.4m

TP-270.3m

TP-300.6m TP-31

0.4m

TP-370.7m

TP-01

TP-03

TP-06

TP-07

TP-08

TP-09 TP-10 TP-11

TP-12 TP-13 TP-14

TP-16TP-17 TP-18

TP-19 TP-20 TP-21

TP-22TP-23

TP-24

TP-25

TP-28

TP-29

TP-32TP-33

TP-34

TP-36

TP-38 TP-40

TP-41

TP-42

TP-43

TP-44

TP-45

TP-46

P-01

P-02

P-03

P-04

P-05

P-06P-07

323,500

323,500

324,000

324,000

324,500

324,500

325,000

325,000

325,500

325,500

6,23

2,50

0

6,23

2,50

0

6,23

3,00

0

6,23

3,00

0

6,23

3,50

0

6,23

3,50

0

6,23

4,00

0

6,23

4,00

0

ARevFig No

±

CLIENT

PROJECT

LOCATION

TITLE

Job No

O:\Jobs\2015\J1501256 - Hulme Developments SI Witchcliffe\09 GIS\04 MXD\J1501256-002.mxd (PaulRolfe) 17/12/2015 11:13:21 AM

SCALE

DRAWN

CHECKED

DATE DRAWN

DATE CHECKED

1:8,000

GDA 1994 MGA Zone 50PROJECTION

JH

17/12/2015

PIR

(A3)

ACNTelFaxAddress

: 138 490 865: +61 (0)8 6272-0200: +61 (0)8 9285 8444: U2, 39 Flynn Street,_Wembley, WA, 6014


COPYRIGHT © 2015 THIS FIGURE AND ITS CONTENTS REMAINS THE PROPERTY OF GALTGEOTECHNICS PTY LTD AND MAY NOT BE REPRODUCED WITHOUT PRIOR APPROVAL.THIS FIGURE SHOULD BE READ IN CONJUNCTION WITH THE ACCOMPANYING REPORT.

Bussell Hwy

Caves

Rd

SITE LOCATIONMARGARET RIVER

Blackwood River

CapeFreycinet

HULME DEVELOPMENTS PTY LTDWITCHCLIFFE ECOVILLAGE PROJECT

LOTS 2807 AND 2812 BUSSELL HWYWITCHCLIFFESITE CLASSIFICATIONS AND INDICATIVESHALLOW LATERITE LOCATIONS

FIGURE 2J1501256

17/12/2015

0 130 260 390 520 650

Meters

LegendSite Boundary

Area ClassifcationCLASS ACLASS S

")

!

)Ó""

)Ó""

Perolation TestTest PitTest Pit (with Depth to Shallow Laterite)

)Ó"" Test Pit Not Completed



ABN: 64 625 054 729

Appendix A: Site Photographs

J1501256 001 R Rev1 23 December 2015



Page | A1 ABN: 64 625 054 729

Photograph 1: Looking south from TP09

Photograph 2: Excavator at TP01

J1501256 001 R Rev1 23 December 2015



Page | A2 ABN: 64 625 054 729

Photograph 3: Looking west from TP21

Photograph 4: Looking north from near PERC07

J1501256 001 R Rev1 23 December 2015



Page | A3 ABN: 64 625 054 729

Photograph 5: Existing shed near TP32

Photograph 6: Looking east over the large dam (near centre of site)

J1501256 001 R Rev1 23 December 2015



Page | A4 ABN: 64 625 054 729

Photograph 7: Spillway on eastern side of large dam

Photograph 8: Looking north over small dam (northeast part of site)



ABN: 64 625 054 729

Appendix B: Test Pit Reports

METHOD OF SOIL DESCRIPTIONBOREHOLE AND TEST PIT REPORTSGRAPHIC LOG & UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) SYMBOLSGraphic USCS Soil Name Graphic USCS Soil Name

FILL (various types) SM

COBBLES ML

BOULDERS MH

GP GRAVEL (poorly graded) CL

GW GRAVEL (well graded) CI

GC Clayey GRAVEL CH

SP SAND (poorly graded) OL

SW SAND (well graded) OH

SC Clayey SAND Pt

RESISTANCE TO EXCAVATIONSymbol Term

VE Very easy

E Easy

F Firm

H Hard

VH Very hard

SOIL CLASSIFICATION AND INFERRED STRATIGRAPHYSoil descriptions are based on AS1726‐1993, Appendix A. Material properties are assessed in the field by visual/tactile methods

in combination with field testing techniques (where used).

PARTICLE SIZE PLASTICITY PROPERTIESParticle Size (mm)

>200

63 to 200

Coarse 20 to 63

Medium 6 to 20

Fine 2 to 6

Coarse 0.6 to 2.0

Medium 0.2 to 0.6

Fine 0.075 to 0.2

SILT 0.002 to 0.075

CLAY <0.002

MOISTURE CONDITION AS1726‐1993

Symbol Term

D Dry

M Moist

W Wet

CONSISTENCY AND DENSITY AS1726‐1993 and HB160‐2006

Symbol Term

Undrained Shear

Strength (kPa) SPT "N"

DCP blows

per 100 mm Symbol Term

Density

Index (%) SPT "N"

DCP blows

per 100 mm

PSP Blows

per 300 mm

VS Very Soft 0 to 12 0 to 2 <1 VL Very Loose <15 0 to 4 <1 0 to 2

S Soft 12 to 25 2 to 4 <1 L Loose 15 to 35 4 to 10 1 to 2 2 to 6

F Firm 25 to 50 4 to 8 1 to 2 MD Medium Dense 35 to 65 10 to 30 2 to 3 6 to 8

St Stiff 50 to 100 8 to 15 3 to 4 D Dense 65 to 85 30 to 50 4 to 8 8 to 15

VSt Very Stiff 100 to 200 15 to 30 5 to 10 VD Very Dense >85 >50 >8 >15

H Hard >200 >30 >10 Note: PSP correlations only valid to 450 mm depth

Consistency and density may also be inferred from excavation performance and material behaviour.

Description

All resistances are relative to the selected method of excavation

Soil Name

Sands and gravels are free flowing. Clays and silts may be brittle or friable and powdery.

Soils exude free water. Sands and gravels tend to cohere.

Soils are darker than in the dry condition and may feel cool. Sands and gravels tend to cohere.

Description

BOULDERS

COBBLES

GRAVEL

SAND

FINES

Silty SAND

SILT (low liquid limit)

PEAT

Organic SILT (high liquid limit)

Organic SILT (low liquid limit)

CLAY (high plasticity)

CLAY (medium plasticity)

CLAY (low plasticity)

SILT (high liquid limit)

0

10

20

30

40

0 20 40 60 80

Plasticity Index (%

)

Liquid Limit (%)

CL ‐ low plasticity clay

CI ‐mediumplasticity clay

CH ‐ high plasticity clay

OH or MH ‐high liquid limit siltOL or ML ‐

low liquid limit silt

OL or ML ‐ low liquid limit silt

CL/ML ‐ clay/silt

\\Galt‐sbs2011\data\Administration\Standard Forms and Documents\PMP17 Method of Soil Description‐Rev3.xlsx

Galt Form PMP17

RL2 January 2011

RickPiovesan

Line

EXPLANATORY NOTES TO BE READ WITH BOREHOLE AND TEST PIT REPORTSMETHOD OF DRILLING OR EXCAVATION

AC Air Core E Excavator PQ3 PQ3 Core Barrel

AD/T Auger Drilling with TC‐Bit EH Excavator with Hammer PT Push Tube

AD/V Auger Drilling with V‐Bit HA Hand Auger R Ripper

AT Air Track HMLC HMLC Core Barrel RR Rock Roller

B Bulldozer Blade HQ3 HQ3 Core Barrel SON Sonic Rig

BH Backhoe Bucket N Natural Exposure SPT Driven SPT

CT Cable Tool NMLC NMLC Core Barrel WB Washbore

DT Diatube PP Push Probe X Existing Excavation

SUPPORTT Timbering

PENETRATION EFFORT (RELATIVE TO THE EQUIPMENT USED)

VE Very Easy E Easy F Firm

H Hard VH Very Hard

WATER

Water Inflow Water Level

Water Loss (complete)

Water Loss (partial)

SAMPLING AND TESTINGB Bulk Disturbed Sample P Piston Sample

BLK Block Sample PBT Plate Bearing Test

C Core Sample U Undisturbed Push‐in Sample

CBR CBR Mould Sample U50: 50 mm diameter

D Small Disturbed Sample SPT Standard Penetration Test

O:\Administration\Standard Forms and Documents\PMP19 Explanatory Notes Rev1.xlsxGalt Form PMP19

RL1 February 2010

D Small Disturbed Sample SPT Standard Penetration Test

ES Environmental Soil Sample Example: 3, 4, 5 N=9

EW Environmental Water Sample 3,4,5: Blows per 150 mm

G Gas Sample N=9: Blows per 300 mm after

HP Hand Penetrometer 150 mm seating interval

LB Large Bulk Disturbed Sample VS Vane Shear; P = Peak

M Mazier Type Sample R = Remoulded (kPa)

MC Moisture Content Sample W Water Sample

ROCK CORE RECOVERY

TCR = Total Core Recovery (%)

SCR = Solid Core Recovery (%)

RQD = Rock Quality Designation (%)

TCL Length of Core Run

CRL Recovered Length of Core

CCR Total Length of Cylindrical Pieces of Core RecoveredALC>100 Total Length of Axial Lengths of Core Greater than 100 mm Long

100TCL

CRL

100TCL

CCR

100100

TCL

ALC

O:\Administration\Standard Forms and Documents\PMP19 Explanatory Notes Rev1.xlsxGalt Form PMP19

RL1 February 2010

METHOD OF CEMENTATION CLASSIFICATIONBOREHOLE AND TEST PIT REPORTS

Cementation Classification Description

Uncemented

Very weakly Cemented

Weakly Cemented

Moderately Cemented

Well Cemented

Very well cemented

Cementation Classification System For Cemented Granular Materials

Typically high strength rock, cannot be scratched easily, core can be broken with blow from

hammer

Medium strength rock, can be scratched with thumbnail, requires substantial hand effort to

break core

Low strength rock, easily scratched, generally friable, rock core can be broken by hand

Very low strength rock, fragments can be crushed between fingers

Near uncemented sand

No cementation present

\\GALT‐SBS2011\DATA\Administration\Standard Forms and Documents\PMP23 Cementation ClassificationGalt Form PMP23

RL0 March 2010

GR

AP

HIC

LOG

ES-TP01/0.00-TP01-1

ES-TP01/0.25-TP01-1

ES-TP01/0.50-TP01-1

ES-TP01/0.75-TP01-1

ES-TP01/1.00-TP01-1

ES-TP01/1.25-TP01-1

ES-TP01/1.50-TP01-1

ES-TP01/1.75-TP01-1

ES-TP01/2.00-TP01-1

SAMPLE ORFIELD TEST

E

E

F

H

SAND/Silty SAND: fine to medium grained, brown/grey, trace fineto coarse grained gravel, trace rootlets

Clayey SAND: fine to medium grained, grey-brown/orange-brown,20-30% low to medium plasticity fines, trace fine to coarsegrained iron cemented gravel

Becoming red-brown, locally gravel to cobble sized ironcemented nodules

Hole terminated at 2.20 mRefusal on clayey materialGroundwater encountered at 2m

D -VD

F - St

M

M -W

SM

SC

Possible Fill

Sketch & Other Observations

Field Material DescriptionSamplingExcavation

WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE

SOIL/ROCK MATERIAL DESCRIPTION

MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D

See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions

Sheet 1 OF 1

Contractor: Cowara Construction

Machine: 3110 ExcavatorOperator: Todd

Bucket: 900 mm toothed

Width: 1 m Length: 2.5 m

Date: 02/12/2015

Logged: JHChecked Date: 16/12/2015

Checked By: RP

Job Number: J1501256

Client: Hulme Developments Pty LtdProject: Witchcliffe Ecovillage Project

Location: Lots L2812 and L2607 Bussell Highway,

Witchcliffe

Comments:

TEST PIT: TP01G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21

STRUCTURE ANDADDITIONAL

OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP02/0.00-TP02-1

B(TP02-01)ES-TP02/0.25-

TP02-1

ES-TP02/0.50-TP02-1

ES-TP02/0.75-TP02-1

SAMPLE ORFIELD TEST

E

E

H

Gravelly SAND/Sandy GRAVEL: fine to medium grained sand,fine to coarse grained gravel, brown, trace rootlets in top 100 mm

Becoming moderately to well cemented

Hole terminated at 0.90 mRefusal on well cemented LATERITEGroundwater not encountered

VDDGP-SP



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP02G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP03/0.00-TP03-1

ES-TP03/0.25-TP03-1

ES-TP03/0.50-TP03-1

ES-TP03/0.75-TP03-1

ES-TP03/1.00-TP03-1

B(TP03-01)ES-TP03/1.25-

TP03-1

ES-TP03/1.50-TP03-1

ES-TP03/1.75-TP03-1

ES-TP03/2.00-TP03-1

ES-TP03/2.25-TP03-1

ES-TP03/2.50-TP03-1

SAMPLE ORFIELD TEST

E

E

F

Silty SAND: fine to medium grained, pale brown, 20-30%non-plastic fines, with some fine to medium grained gravel, traceroots

Clayey SAND: fine to medium grained, pale grey, 30-40%medium plasticity fines

Hole terminated at 2.60 mTarget depthGroundwater encountered at 2.4m

VD

F - St

D

M

W

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP03G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP04/0.00-TP04-1

ES-TP04/0.25-TP04-1

ES-TP04/0.50-TP04-1

ES-TP04/0.75-TP04-1

ES-TP04/1.00-TP04-1

ES-TP04/1.25-TP04-1

SAMPLE ORFIELD TEST

E

F

H

Silty SAND: fine to medium grained, pale brown, 20-30%non-plastic fines, with some fine to medium grained gravel

Clayey SAND: fine to medium grained, pale brown, 30-40% lowto medium plasticity fines, with some fine to coarse grained ironcemented gravel

Increase in cementation, Gravelly Clayey SAND, stainedred-brown

Hole terminated at 1.40 mRefusal on very stiff clayey materialGroundwater not encountered

VD

VSt

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP04G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

H


LATERITE: recovered as Gravelly Clayey SAND, fine to coarsegrained, brown, low to medium plasticity fines, fine to coarsegrained gravel, localised cobble sized iron cemented concretions

Hole terminated at 1.00 mRefusal on lateriteGroundwater not encountered

VD

H

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP05G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP06-01)

SAMPLE ORFIELD TEST

E

E

H

F


Clayey SAND: fine to medium grained, pale grey/orange-brown,20-30% low to medium plasticity fines, localised iron cementedCOBBLES and BOULDERS in top 0.5 m

Hole terminated at 2.50 mTarget depthGroundwater not encountered

VD

St -VSt

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP06G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F


Clayey Gravelly SAND: fine to medium grained, palebrown/orange-brown, locally stained red-brown, fine to coarsegrained, sub-angular to rounded gravel, 20-30% low to mediumplasticity fines

Hole terminated at 1.80 mRefusal on hard clayey materialGroundwater not encountered

VD

VSt -H

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP07G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F


Clayey SAND: fine to medium grained, orange-brown/pale grey,20-30% low to medium plasticity fines, trace fine to mediumgrained iron cemented gravel, with some fine to medium grainedquartz gravel, locally iron cemented stained red-brown


D -VD

VSt -H

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP08G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:48

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP09-01)

B(TP09-02)

SAMPLE ORFIELD TEST

E E

Silty SAND: fine to medium grained, yellow, approximately 15%silt fines, trace rootlets in top 100 mm

Clayey SAND: fine to medium grained, grey/pale brown stainedred-brown, low to medium plasticity fines, locally with some fine tocoarse grained iron cemented gravel


MD

D

St

D

M

SM

SCSlow inflow of groundwater through southerntest pit wall (possibly perched)



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP09G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Silty SAND: fine to medium grained, pale grey becomingyellow-brown, 20-30% non-plastic fines, very weakly to weaklycemented, desiccated, trace rootlets

Clayey SAND: fine to medium grained, pale brown/pale greystained red-brown, 20-30% low to medium plasticity fines, withsome fine to coarse grained iron cemented gravel, locally ironcemented (well cemented)


VD

St -VSt

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP10G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Silty SAND/SAND: fine to medium grained, palebrown/yellow-brown, approximately 10-20% non-plastic fines,trace rootlets

LATERISED Clayey SAND: fine to medium grained,grey-brown/pale brown stained red-brown, 20-30% low tomedium plasticity fines, locally very weakly to moderatelycemented, with some fine to coarse grained, iron cementedgravel


VD

H

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP11G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E E

Silty SAND/SAND: fine to medium grained, pale grey becomingpale brown, approximately 10-20% non-plastic fines, tracerootlets in top 100 mm

Clayey SAND: fine to medium grained, pale brown/orange-brown,20-30% low to medium plasticity fines


D -VD

F - St

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP12G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP13/0.00-TP13-1

ES-TP13/0.25-TP13-1

ES-TP13/0.50-TP13-1

ES-TP13/0.75-TP13-1

ES-TP13/1.00-TP13-1

ES-TP13/1.25-TP13-1

ES-TP13/1.50-TP13-1

ES-TP13/1.75-TP13-1

ES-TP13/2.00-TP13-1

ES-TP13/2.25-TP13-1

ES-TP13/2.50-TP13-1

SAMPLE ORFIELD TEST

E

E

F

F-H

Silty SAND: fine to medium grained, pale brown, 20-30%non-plastic fines, trace rootlets in top 100 mm

Clayey SAND: fine to medium grained, pale brown/orange-brown,20-30% low to medium plasticity fines, trace fine to mediumgrained gravel

Becoming iron cemented, Gravelly Clayey SAND, with somelocalised cobble sized iron-cemented fragments


VD

St -VSt

D

M

W

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP13G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP14/0.00-TP14-1

ES-TP14/0.25-TP14-1

ES-TP14/0.50-TP14-1

ES-TP14/0.75-TP14-1

ES-TP14/1.00-TP14-1

ES-TP14/1.25-TP14-1

ES-TP14/1.50-TP14-1

ES-TP14/1.75-TP14-1

SAMPLE ORFIELD TEST

E

E

F

H

Silty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines, trace rootlets in top 100 mm


Becoming iron cemented, stained red-brown, increase in gravel


VD

St

H

D

M

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP14G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

H

Silty SAND: fine to medium grained, 20-30% non-plastic fines,trace rootlets in top 100 mm, locally weakly cemented

Clayey SAND: fine to medium grained, orange-brown, locallyred-brown, 20-30% low to medium plasticity fines

Becoming moderately to well cemented


D -VD

St -VSt

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP15G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E F


Clayey SAND: fine to medium grained, pale brown/orange-brownbecoming pale grey/orange-brown, 20-30% low to mediumplasticity fines, trace fine to coarse grained iron cemented gravel

Becoming iron cemented, localised cobble sized iron-cementedfragments, stained red-brown


VD

St

VSt -H

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP16G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

H

E


Clayey SAND: fine to medium grained, pale grey/orange brown,20-30% low to medium plasticity fines, trace fine to coarsegrained iron cemented gravel

Increase in localised cementation

Clayey GRAVEL: fine to medium grained quartz, pale grey,20-30% low to medium plasticity fines


D -VD

St

VSt -H

St

D

M

SM

SC

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP17G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

Silty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines, locally very weakly to moderately cemented,trace rootlets in top 100 mm

Clayey SAND: fine to medium grained, orange-brown/grey-brown,20-30% low to medium plasticity fines, trace fine to mediumgrained iron cemented nodules

Becoming stained red-brown


VD

St -VSt

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP18G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E


Clayey SAND: fine to medium grained, pale brown/orange-brown,20-30% low to medium plasticity fines, with some fine to mediumgrained iron cemented gravel

Becoming iron cemented, stained red-brown

Hole terminated at 2.00 mRefusal on very stiff clayey materialGroundwater encountered at 1.8m

VD

St -VSt

D

M

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP19G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

F

H

Silty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines, trace rootlets

Clayey SAND: fine to medium grained, orange-brown/grey,20-30% low to medium plasticity fines, trace fine grained gravel,locally iron cemented

With some fine grained quartz


VD

St -VSt

VSt -H

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP20G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Sandy GRAVEL/Gravelly SAND: fine to coarse grained sand, fineto coarse grained, sub-angular to rounded gravel, brown

LATERITE; recovered as Gravelly Clayey SAND, fine to coarsegrained, brown, low to medium plasticity fines, fine to coarsegrained, gravel, localised cobble sized laterised fragments


VD

H

D

SP-GP

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP21G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F


Clayey SAND: fine to medium grained, pale brown/orange-brown,25-30% low to medium plasticity fines, with some fine to mediumgrained iron cemented gravel, stained red-brown

Becoming pale grey/orange-brown, with some quartz


D

F - St

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP22G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:49

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP23-01)

SAMPLE ORFIELD TEST

E F


GRAVEL: fine to coarse grained, sub-angular to sub-rounded,brown, localised COBBLE sized rock fragments, with some fine tomedium grained sand

Hole terminated at 1.40 mTerminated due to strong inflow of ground waterGroundwater encountered at 1m

L

D

M

W

SP-GP

GPPossible FILL? (Subsoil drain).Test pit close to dam, water levelapproximately same level as dam



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP23G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H


Clayey Gravelly SAND: fine to medium grained, brown, 30-40%low to medium plasticity fines, fine to coarse grained gravel

Becoming moderately to well iron cemented, pale brown/orangebrown stained red-brown

Hole terminated at 2.20 mSlow progressGroundwater not encountered

VD

St

VSt -H

D

M

D

SP-GP

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP24G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP25-01)

SAMPLE ORFIELD TEST

E

E

F

SIlty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines, locally very weakly to moderately cemented,trace rootlets in top 100 mm

Clayey SAND: fine to medium grained, orange-brown/grey,20-30% low to medium plasticity fines, trace fine to mediumgrained iron cemented nodules

Becoming stained red-brown, increase in iron cemented nodules


VD

St -VSt

D

M

SM

SC

Slow groundwater inflow from test pit wall



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP25G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E H


LATERITE: recovered as Sandy Clayey GRAVEL, fine to coarsegrained, sub-angular to sub-rounded, brown stained red-brown,iron cemented gravel, low to medium plasticity fines, fine tomedium grained sand


VD

H

D

GP-SP

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP26G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H



Hole terminated at 1.40 mRefusalGroundwater not encountered

VD

H

D

SP-GP

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP27G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

F-H



Becoming less cemented, recovered as Gravelly Clayey SAND,fine to medium grained, pale grey/orange brown stainedred-brown, with iron cemented fine to coarse grained gravel


VD

H

D

SP-GP

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP28G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Silty SAND: fine to medium grained, yellow-brown, 20-30%non-plastic fines, trace roots/rootlets in top 100 mm


Becoming iron cemented, Gravelly Clayey SAND, with sine tocoarse grained iron cemented gravel and localised cobble sizedconcretions


VD

St -VSt

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP29G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H




VD

H

D

GP-SP

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP30G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:50

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP31-01)

SAMPLE ORFIELD TEST

E

E

H




VD

H

D

GP

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 03/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP31G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E


Clayey SAND: fine to medium grained, orange-brown/grey-brown,20-30% low to medium plasticity fines, weakly to well ironcemented, with some fine to coarse grained iron cemented gravel

Becoming grey, with some fine to medium grained quartz gravel


VD

VSt -H

D

SP-GP

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP32G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

H

Silty SAND: with some fine to medium grained, rounded gravel

Clayey Gravelly SAND: fine to medium grained, pale brown/palegrey stained red-brown, fine to coarse grained gravel, 20-30%low to medium plasticity fines, moderately to well cemented


VD

H

D

SM

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP33G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E E

SAND/Silty SAND: fine to medium grained, pale grey, 10-20%non-plastic fines, trace rootlets in top 100 mm

Clayey SAND: pale grey/orange brown, 20-30% low to mediumplasticity fines, trace fine to medium grained gravel


D -VD

St -VSt

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP34G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

Silty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines

Clayey SAND: fine to medium grained, pale grey/orange-brown,20-30% low to medium plasticity fines, trace fine to mediumgrained gravel

With some fine grained quartz gravel, becoming locally ironcemented, stained red-brown


MD

St

VSt

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP36G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

B(TP37-01)

SAMPLE ORFIELD TEST

E

E

F

H

Silty SAND: fine to medium grained, brown, 20-30% non-plasticfines, trace rootlets in top 100 mm

Clayey Sandy GRAVEL: fine to medium grained,brown/orange-brown, 20-30% low to medium plasticity fines,approximately 30% fine to medium grained sand

Becoming moderately to well cemented (LATERITE)


MD

F

St

M

SM

GC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP37G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP38/0.00-TP38-1

ES-TP38/0.25-TP38-1

ES-TP38/0.50-TP38-1

ES-TP38/0.75-TP38-1

ES-TP38/1.00-TP38-1

ES-TP38/1.25-TP38-1

ES-TP38/1.50-TP38-1

ES-TP38/1.75-TP38-1

ES-TP38/2.00-TP38-1

ES-TP38/2.25-TP38-1

ES-TP38/2.50-TP38-1

SAMPLE ORFIELD TEST

E

E

F


Clayey SAND: fine to medium grained, orange-brown/pale grey,20-30% low to medium plasticity fines, with some fine to coarsegrained iron cemented nodules, stained red-brown


MD

St

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP38G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

H



Becoming moderately to well cemented, stained red-brown


D

St -VSt

D

M

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP40G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

E

F

H

Silty SAND: fine to medium grained, pale grey/yellow-brown,10-20% non-plastic fines, trace rootlets

Clayey SAND: fine to medium grained, grey/pale brown, low tomedium plasticity fines, trace fine to medium grained gravel

Becoming iron cemented, stained red-brown, recovered as fine tocoarse grained gravel and cobble sized moderately to wellcemented fragments


D

St -VSt

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP41G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:51

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Gravelly SAND/Sandy GRAVEL: fine to medium grained sand,fine to coarse grained gravel, brown, trace rootlets in top 100 mm

Clayey Gravelly SAND: fine to medium grained,grey/orange-brown, locally red-brown, fine to coarse grained ironcemented gravel, low to medium plasticity fines, locallymoderately to well cemented (LATERISED)


MD

H

D

SP-GP

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP42G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:52

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP43/0.00-TP43-1

ES-TP43/0.25-TP43-1

ES-TP43/0.50-TP43-1

ES-TP43/0.75-TP43-1

ES-TP43/1.00-TP43-1

ES-TP43/1.25-TP43-1

ES-TP43/1.50-TP43-1

SAMPLE ORFIELD TEST

E

E

F

H



Hole terminated at 1.50 mRefusal on very stiff clayey materialGroundwater encountered at 1.4m

L

St

D

M

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP43G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:52

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

Silty SAND: fine to medium grained, grey becoming yellow-brown,20-30% non-plastic fines, trace rootlets in top 100 mm, with somefine to medium grained gravel, locally weakly to moderatelycemented

Clayey SAND: fine to medium grained, pale brown/orange-brown,20-30% low to medium plasticity fines, with some fine to coarsegrained iron cemented gravel, locally moderately to wellcemented (LATERISED)


D -VD

H

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP44G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:52

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

ES-TP45/0.00-TP45-1

B(TP45-01)

ES-TP45/0.25-TP45-1

ES-TP45/0.50-TP45-1

B(TP45-02)ES-TP45/0.75-

TP45-1

ES-TP45/1.00-TP45-1

SAMPLE ORFIELD TEST

E

F

H

Silty SAND: fine to medium grained, pale grey, 20-30%non-plastic fines, trace rootlets

Clayey SAND: fine to medium grained, pale brown/orange-brown,20-30% low to medium plasticity fines, locally weakly tomoderately iron cemented (LATERISED)


D

St

D

SM

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 01/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP45G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:52

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE

GR

AP

HIC

LOG

SAMPLE ORFIELD TEST

E

F

H

H-VH

Gravelly SAND/Sandy GRAVEL: trace roots/rootlets

Gravelly Clayey SAND: fine to medium grained, brown, low tomedium plasticity fines, 20-30% fine to coarse grained gravel

Becoming moderately to well iron cemented, recovered as ClayeyGravelly SAND, with localised cobble sized concretions,brown/pale grey, stained red-brown


VD

St -VSt

D

SP-GP

SC



WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

ME

TH

OD

CO

NS

IST

EN

CY

DE

NS

ITY

EX

CA

VA

TIO

NR

ES

IST

AN

CE


MO

IST

UR

EC

ON

DIT

ION

US

CS

SY

MB

OL

RE

CO

VE

RE

D


Sheet 1 OF 1





Date: 02/12/2015


Checked By: RP




Witchcliffe

Comments:

TEST PIT: TP46G

ALT

LIB

1.0

1 -

TE

MP

.GLB

Log

GG

_EX

CA

VA

TIO

N J

1501

256.

GP

J <

<D

raw

ingF

ile>

> 1

7/12

/201

5 14

:52

8.3

0.00

3 D

atge

l DG

D, C

PT

, Pho

to, M

onito

ring

Too

ls |

Lib:

GA

LT 1

.01

2013

-02-

21 P

rj: G

ALT

1.0

1 20

13-0

2-21


OBSERVATIONS

0.0

0.5

1.0

1.5

2.0

2.5

3.0

AC

ID S

ULP

HA

TE

SA

MP

LE



ABN: 64 625 054 729

Appendix C: Dynamic Cone Penetration Test Results

DYNAMIC CONE PENETROMETER RECORD SHEETAS 1298.6.3.2

Client: Hulme Developments Pty Ltd Job No: J1501256Project: Witchcliffe Ecovillage Project Date: 1-Dec-15Location: Lots L2812 and L2807 Bussell Hwy, Witchcliffe Engineer: JH

Test No: DCP01 DCP02 DCP03 DCP04 DCP05 DCP06 DCP07 DCP08

Location: TP01 TP02 TP03 TP04 TP05 TP06 TP07 TP08

Depth (mm)0-100 3 1 3 3 2 3 3 1

100-200 4 6 8 7 6 5 7 2200-300 6 4 7 7 7 5 5 3300-400 5 4 6 6 6 6 7 4400-500 4 7 8 6 10+ 5 4 4500-600 3 6 3 7 5 5 5600-700 3 9R 3 7 6HB 6R 10R700-800 5 3 6800-900 3 8

900-1000



Depth (mm)0-100 1 3 1 1 2 1 2 2

100-200 3 8 4 3 5 9 3 7200-300 3 10 3 4 5 8 2 8300-400 4 8 3 4 6 7 2 9400-500 4 6 5 3 7 7 2 7500-600 4 6 4 3 8 4 2 7600-700 3 6 8 3 7 4 2 3700-800 4 4 2HB 3 6 3 4 3800-900 4 4 4 7 4 5 4

900-1000 6



Depth (mm)0-100 1 2 1 1 3 2 1 2

100-200 4 4 3 6 7 4 1 6200-300 4 3 5 6 10R 4 1 7300-400 3 4 4 5 2 2 6400-500 5 6 3 6 1 4 4500-600 4 7 3 6HB 2 4 3600-700 4 6 3 3 3 3700-800 4 7 4 3 3 4800-900 6 6 10 2 6 3

900-1000 31000-1100 3

Dynamic Cone Penetrometer tests done in accordance with AS 1289.6.3.2

No of Penetrometer Blows per 100 mm Depth Interval



DYNAMIC CONE PENETROMETER RECORD SHEETAS 1298.6.3.2

Client: Hulme Developments Pty Ltd Job No: J1501256Project: Witchcliffe Ecovillage Project Date: 1-Dec-15Location: Lots L2812 and L2807 Bussell Hwy, Witchcliffe Engineer: JH



Depth (mm)0-100 2 2 3 1 3 5 4 5

100-200 5 11 10 9 6 9 9 10200-300 6 9 8 9 5 9 10 10+300-400 7 9 9R 8 7 9 10R400-500 5 15HB 15+ 7 10500-600 7 5 10R600-700 10 4700-800 10 3800-900 4



Depth (mm)0-100 2 1 1 2 1 2

100-200 7 3 1 5 3 4200-300 5 5 3 2 3 4300-400 5HB 4 3 2 1 4400-500 5 3 2 1 6500-600 4 2 1 2 7600-700 4 3 2 3 9700-800 5 3 1 3 8800-900 5 4 2 3 9

900-1000

Test No: DCP41 DCP42 DCP43 DCP44 DCP45 DCP46 DCP47

Location: TP41 TP42 TP43 TP44 TP45 TP46 TP47

Depth (mm)0-100 2 1 1 1 1 5

100-200 3 1 2 4 3 7200-300 4 3 1 4 3 8R300-400 4 2 2 8 4400-500 4 2 2 10 4500-600 4 3 2 10+ 4600-700 6 3 2 5700-800 5 5 4 5800-900 5 5R 4 4

900-1000 5Dynamic Cone Penetrometer tests done in accordance with AS 1289.6.3.2 R: Refusal

NO

T CA

RRIE

D O

UT




NO

T CA

RRIE

D O

UT

NO

T CA

RRIE

D O

UT



ABN: 64 625 054 729

Appendix D: Laboratory Test Results

Particle Size Distribution &

Plasticity Index tests

Mining & Civil

Geotest Pty Ltd

Job No:

unit1/1 Pusey Road, Jandakot, WA 6164 Report No:

Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:

Email: [email protected] Issue Date:

Client: Galt Geotechnics Sample Location:

Project: Hulme Developments - Witchcliffe Ecovillage Project Sample Depth (m):

Location: Lots L2812 & L 2807 Bussel Highway, Witchcliffe Client Job No:

SIEVE ANALYSIS AS 1289.3.6.1 Plasticity index tests

Sieve Size (mm) % Passing AS 1289

75.0 Liquid limit 3.1.1 45 %

37.5 Plastic limit 3.2.1 18 %

19.0 Plasticity index 3.3.1 27 %

9.5 100 Linear shrinkage 3.4.1 9.5 %

4.75 100

2.36 99 Cracked

1.18 97

0.600 86 Curled

0.425 75

0.300 59

0.150 41

0.075 37

39 Flynn Street, Perth Western Australia 6014 Sampling Procedure: Tested as received

Approved signature

Kevin JonesAS PSDPI May 2009

TP 03

1.2-1.4

J1501256

60083-P15/8336

P15/8336

17-Dec-15

60083

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)

Accreditation for compliance with ISO/IEC 17025.

This document may not be reproduced except in full.

Accreditation No 15545.



Mining & Civil

Geotest Pty Ltd

Job No:


Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:







75.0 Liquid limit 3.1.1 35 %

37.5 Plastic limit 3.2.1 16 %

19.0 Plasticity index 3.3.1 19 %


4.75 100

2.36 99 Cracked

1.18 95

0.600 76 Curled

0.425 63

0.300 49

0.150 35

0.075 31


Approved signature


TP 06

1.0-1.2

J1501256

60083-P15/8337

P15/8337

17-Dec-15

60083

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)






Mining & Civil

Geotest Pty Ltd

Job No:


Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:







75.0 Liquid limit 3.1.1 SIC %

37.5 Plastic limit 3.2.1 N/P %

19.0 Plasticity index 3.3.1 N/P %

9.5 100 Linear shrinkage 3.4.1 0.0* %

4.75 100

2.36 100 Cracked

1.18 100 Curled

0.600 96

0.425 85 N/P= Non Plastic

0.300 55 SIC= Slips In Cup

0.150 20

0.075 13 For Shrink Only tests use this note

*= Non standard test as liquid limit was not determined


Approved signature


60083

Sheet No: 1 of 1

TP 09

0.8-1.0

J1501256

60083-P15/8338

P15/8338

17-Dec-15

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)






Mining & Civil

Geotest Pty Ltd

Job No:


Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:







75.0 Liquid limit 3.1.1 - %

37.5 100 Plastic limit 3.2.1 - %

19.0 91 Plasticity index 3.3.1 - %

9.5 62 Linear shrinkage 3.4.1 - %

4.75 43

2.36 36 Cracked

1.18 28

0.600 24 Curled

0.425 20

0.300 15

0.150 7

0.075 4


Approved signature


TP 32

0.0-0.3

J1501256

60083-P15/8340

P15/8340

17-Dec-15

60083

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)




Maximum Dry Density (AS 1289.5.2.1)

California Bearing Ratio (AS 1289.6.1.1)

Test Report

Mining & Civil unit1/1 Pusey Road, Jandakot, WA 6164

Geotest Pty Ltd Ph (08) 9414 8022 Fax (08) 9414 8011

Email: [email protected]

Client: Job No: 60083

Project: Sample No: P15/8340

Location: Issued Date: 17-Dec-15

Sample ID: Report No: 60083-P15/8340

Maximum Dry Density t/m3:

Optimum Moisture Content %: 4

Desired Conditions: MDD/OMC 4.5

Compactive Effort 9.5

Mass of hammer kg 104.0

Number of layers 9.4

Number of blows/layer 102.5

Conditions after Compaction 0

Dry Density t/m3

C.B.R. at 5.0 mm Penetration % 80

Moisture Content %

Density Ratio % 2.076

Moisture Ratio % 10.6

Soaked / Unsoaked 95.0

115.5

Comments:

Moisture Content (%)

Approved Signature Kevin Jones

2.190 Conditions at Test

9.2 Soaking Period (Days)

95/100 Surcharge (kg)

TP 32 (0.0m - 0.3m)

Dry Density t/m3

Entire Moisture Content %

4.9 Entire Moisture Ratio %

5 Top 30mm Moisture Content %

26 Top 30mm Moisture Ratio %

Swell %

Dry Density Ratio %

2.076

9.5 Conditions after Soaking

95.0

102.5 Moisture Content %

Soaked

Galt Geotechnics

Hume Developments, Witchcliffe Ecovillag

Lots L2812 & L2807 Bussel Highway, Witchcliffe

ASMDD-CBR June 2009

Dry

De

nsity (

t/m

3)

Moisture Ratio %




2.100

2.150

2.200

2.250

5 6 7 8 9 10 11 12



Mining & Civil

Geotest Pty Ltd

Job No:


Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:







75.0 Liquid limit 3.1.1 45 %

37.5 100 Plastic limit 3.2.1 19 %

19.0 94 Plasticity index 3.3.1 26 %


4.75 68

2.36 63 Cracked

1.18 61

0.600 56 Curled

0.425 51

0.300 44

0.150 34

0.075 31


Approved signature


TP 37

0.5-0.7

J1501256

60083-P15/8341

P15/8341

17-Dec-15

60083

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)






Mining & Civil

Geotest Pty Ltd

Job No:


Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No:







75.0 Liquid limit 3.1.1 SIC %

37.5 Plastic limit 3.2.1 N/P %

19.0 Plasticity index 3.3.1 N/P %

9.5 Linear shrinkage 3.4.1 0.0 %

4.75 100

2.36 100 Cracked

1.18 99 Curled

0.600 94

0.425 84 N/P= Non Plastic

0.300 64 SIC= Slips In Cup

0.150 28

0.075 18 For Shrink Only tests use this note

*= Non standard test as liquid limit was not determined


Approved signature


60083

Sheet No: 1 of 1

TP 45

0.1-0.3

J1501256

60083-P15/8342

P15/8342

17-Dec-15

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)




Maximum Dry Density (AS 1289.5.2.1)

California Bearing Ratio (AS 1289.6.1.1)

Test Report

Mining & Civil unit1/1 Pusey Road, Jandakot, WA 6164

Geotest Pty Ltd Ph (08) 9414 8022 Fax (08) 9414 8011

Email: [email protected]

Client: Job No: 60083

Project: Sample No: P15/8342

Location: Issued Date: 17-Dec-15

Sample ID: Report No: 60083-P15/8342

Maximum Dry Density t/m3:

Optimum Moisture Content %: 4

Desired Conditions: MDD/OMC 4.5

Compactive Effort 10.7

Mass of hammer kg 112.0

Number of layers 10.6

Number of blows/layer 111.0

Conditions after Compaction 0

Dry Density t/m3

C.B.R. at 5.0 mm Penetration % 25

Moisture Content %

Density Ratio % 1.902

Moisture Ratio % 11.8

Soaked / Unsoaked 95.0

122.5

Comments:

Moisture Content (%)

Approved Signature Kevin Jones

Galt Geotechnics

Hume Developments, Witchcliffe Ecovillag

Lots L2812 & L2807 Bussel Highway, Witchcliffe

ASMDD-CBR June 2009

Dry

De

nsity (

t/m

3)

Moisture Ratio %

Dry Density Ratio %

1.902

9.5 Conditions after Soaking

95.0

99.0 Moisture Content %

Soaked

5 Top 30mm Moisture Content %

18 Top 30mm Moisture Ratio %

Swell %

Soaking Period (Days)

95/100 Surcharge (kg)

TP 45 (0.1m - 0.3m)

Dry Density t/m3

Entire Moisture Content %

4.9 Entire Moisture Ratio %

2.000 Conditions at Test

9.6




1.800

1.850

1.900

1.950

2.000

2.050

5 6 7 8 9 10 11 12 13



ABN: 64 625 054 729

Appendix E: PRI Test Results



ABN: 64 625 054 729

Appendix F: Understanding Your Report



Page | 1 ABN: 64 625 054 729

UNDERSTANDING YOUR REPORT

GALT FORM PMP11 Rev2

1. EXPECTATIONS OF THE REPORT

This document has been prepared to clarify what is and is not provided in your report. It is intended to inform you of what your

realistic expectations of this report should be and how to manage your risks associated with the conditions on site.

Geotechnical engineering and environmental science are less exact than other engineering and scientific disciplines. We include

this information to help you understand where our responsibilities begin and end. You should read and understand this

information. Please contact us if you do not understand the report or this explanation. We have extensive experience in a wide

variety of projects and we can help you to manage your risk.

2. THIS REPORT RELATES TO PROJECT‐SPECIFIC CONDITIONS

This report was developed for a unique set of project‐specific conditions to meet the needs of the nominated client. It took into

account the following:

the project objectives as we understood them and as described in this report;

the specific site mentioned in this report; and

the current and proposed development at the site.

It should not be used for any purpose other than that indicated in the report. You should not rely on this report if any of the

following conditions apply:

the report was not written for you;

the report was not written for the site specific to your development;

the report was not written for your project (including a development at the correct site but other than that listed in the

report); or

the report was written before significant changes occurred at the site (such as a development or a change in ground

conditions).

You should always inform us of changes in the proposed project (including minor changes) and request an assessment of their

impact.

Where we are not informed of developments relevant to your report, we cannot be held responsible or liable for problems that

may arise as a consequence.

Where design is to be carried out by others using information provided by us, we recommend that we be involved in the design

process by being engaged for consultation with other members of the project team. Furthermore, we recommend that we be

able to review work produced by other members of the project team that relies on information provided in our report.

Form PMP11 Rev2 20 October 2015



Page | 2 ABN: 64 625 054 729

3. SOIL LOGS

Our reports often include logs of intrusive and non‐intrusive investigation techniques. These logs are based on our

interpretation of field data and laboratory results. The logs should only be read in conjunction with the report they were issued

with and should not be re‐drawn for inclusion in other documents not prepared by us.

4. THIRD PARTY RELIANCE

We have prepared this report for use by the client. This report must be regarded as confidential to the client and the client’s

professional advisors. We do not accept any responsibility for contents of this document from any party other than the

nominated client. We take no responsibility for any damages suffered by a third party because of any decisions or actions they

may make based on this report. Any reliance or decisions made by a third party based on this report are the responsibility of the

third party and not of us.

5. CHANGE IN SUBSURFACE CONDITIONS

The recommendations in this report are based on the ground conditions that existed at the time when the study was

undertaken. Changes in ground conditions can occur in numerous ways including anthropogenic events (such as construction or

contaminating activities on or adjacent to the site) or natural events (such as floods, groundwater fluctuations or earthquakes).

We should be consulted prior to use of this report so that we can comment on its reliability. It is important to note that where

ground conditions have changed, additional sampling, testing or analysis may be required to fully assess the changed conditions.

6. SUBSURFACE CONDITIONS DURING CONSTRUCTION

Practical constraints mean that we cannot know every minute detail about the subsurface conditions at a particular site. We use

professional judgement to form an opinion about the subsurface conditions at the site. Some variation to our evaluated

conditions is likely and significant variation is possible. Accordingly, our report should not be considered as final as it is

developed from professional judgement and opinion.

The most effective means of dealing with unanticipated ground conditions is to engage us for construction support. We can only

finalise our recommendations by observing actual subsurface conditions encountered during construction. We cannot accept

liability for a report’s recommendations if we cannot observe construction.

7. ENVIRONMENTAL AND GEOTECHNICAL ISSUES

Unless specifically mentioned otherwise in our report, environmental considerations are not addressed in geotechnical reports.

Similarly, geotechnical issues are not addressed in environmental reports. The investigation techniques used for geotechnical

investigations can differ from those used for environmental investigations. It is the client’s responsibility to satisfy themselves

that geotechnical and environmental considerations have been taken into account for the site.

O:\Administration\Standard Forms and Documents\PMP11‐Rev2 Understanding your Report.docx