AS Residential Property No 1 Pty Ltd Kingswood Golf Course ... · This report presents a geotechnical investigation undertaken by Coffey Geotechnics Pty Ltd (Coffey) for the proposed

AS Residential Property No 1 Pty Ltd

Kingswood Golf Course Redevelopment

Report on a Geotechnical Investigation GEOTABTF09918AA-AD

4 August 2015

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Coffey Geotechnics Pty Ltd ABN: 93 056 929 483

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Prepared for AS Residential Property No 1 Pty LtdC/- ISPT Pty Ltd Level 11, 8 Exhibition Street Melbourne VIC 3000

Prepared by Coffey Geotechnics Pty Ltd Level 1, 436 Johnston Street Abbotsford VIC 3067 Australia t: +61 3 9290 7014 f: +61 3 9290 7499 ABN: 93 056 929 483

4 August 2015

Document authorisation

Our ref: GEOTABTF09918AA-AD

For and on behalf of Coffey

Clare Bridgeman Project Engineering Geologist

Quality information

Revision history

Revision Description Date Author Reviewer Signatory

0 Original 4 August 2015 CB TWS TWS

1 Minor edits see pages 11 Feb 2016 CB TWS CB

Distribution

Report Status No. of copies Format Distributed to Date

Original 1 PDF Robert Luxmoore 4 August 2015

(page revised 11 Feb 2016)


ii

Table of contents

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

2. Aim of the assessment ................................................................................................................ 1

3. Scope of investigation ................................................................................................................. 1

3.1. Fieldwork ........................................................................................................................... 1

3.2. Laboratory testing ............................................................................................................. 2

4. Results of geotechnical investigation .......................................................................................... 2

4.1. Surface conditions ............................................................................................................. 2

4.2. Subsurface conditions ....................................................................................................... 3

4.2.1. Published geology ................................................................................................ 3

4.2.2. Previous investigations ......................................................................................... 3

4.2.3. Current boreholes drilled by Coffey ...................................................................... 3

4.2.4. Laboratory test results .......................................................................................... 4

4.3. Groundwater...................................................................................................................... 4

4.3.1. Visualising Victoria’s Groundwater ....................................................................... 4

4.3.2. Previous investigations ......................................................................................... 4

4.3.3. Recently installed groundwater monitoring wells ................................................. 4

5. Discussion ................................................................................................................................... 5

5.1. Some geotechnical considerations ................................................................................... 5

5.2. Groundwater...................................................................................................................... 5

5.3. Preliminary site classification ............................................................................................ 5

5.4. Footings ............................................................................................................................. 6

5.1. Earthworks and excavation ............................................................................................... 6

5.1.1. Excavation ............................................................................................................ 6

5.1.2. Batter slopes ........................................................................................................ 7

5.1.3. Site won materials ................................................................................................ 7

5.1.4. Water retention ..................................................................................................... 7

5.1.5. Backfilling existing ponds ..................................................................................... 7

5.2. Design CBR....................................................................................................................... 8

5.3. Subgrade preparation ....................................................................................................... 8

6. Recommendations for further work ............................................................................................. 9

Important information about your Coffey Report


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Tables

Table 1: Recent groundwater measurements

Figures

Figure 1 – Site plan

Figure 2 – Subsurface section A-A’

Appendices

Appendix A – Borehole logs

Appendix B – Laboratory test results


Coffey GEOTABTF09918AA-AD 1

1. Introduction This report presents a geotechnical investigation undertaken by Coffey Geotechnics Pty Ltd (Coffey) for the proposed redevelopment of the Kingswood Golf Course at 179-217 Centre Dandenong Road, Dingley Village, Victoria. The investigation was commissioned on behalf of AS Residential Property No 1 Pty Ltd, via a letter of appointment on 23 June 2015.

The site is approximately 53 hectares and has the potential to accommodate 800 residential lots.

2. Aim of the assessment The aim of the investigation is to provide information on the subsurface conditions at the site and provide preliminary recommendations relevant to the proposed development as follows;

• Undertake a detailed site assessment to determine the site geology;

• Assess the subsurface and groundwater conditions at the site relevant to the proposed development, including depth of fill if encountered;

• Provide comments and recommendations regarding groundwater levels, if encountered.

• Provide preliminary soil classification for the site;

• Provide preliminary comments and recommendations regarding suitable foundation systems, including founding levels and allowable bearing capacities;

• Provide comments and recommendations regarding excavation conditions, including temporary and permanent batter slopes as required;

• Provide a drawing to display the information of the geotechnical analysis;

• Provide preliminary comments and recommendations regarding flexible and rigid pavements and slab on ground design including an estimated sub-grade CBR value subgrade preparation, and the construction of engineered fill;

• Provide comments and recommendations on the suitability of excavated material for use as engineering fill, including suitability for water body retention; and

• Provide comments and recommendations on further geotechnical investigations for the site if any.

3. Scope of investigation

3.1. Fieldwork

Borehole locations drilled are presented in Figure 1.

The field investigation was undertaken between 13 and 17 July 2015 and comprised:

• 23 boreholes(denoted BH101 to BH114 and BH116 to BH124) drilled to depths of between 1.5 and 8.2 m below ground level;

• 15 Dynamic Cone Penetration (DCP) tests adjacent selected boreholes up to a depth of 1.5 m below ground level;

• 3 groundwater wells in boreholes BH103, BH110, BH113. The wells were constructed as per the instructions of Senversa Pty Ltd. A gas tap was fitted to each well.

Boreholes BH110, BH112, BH113, BH102, BH116, BH114, BH103, BH120, BH125, and BH122 were also drilled for environmental purposes under the supervision of Senversa.

Boreholes BH115 and BH125 were omitted and boreholes were BH106, BH109, BH111, BH117, BH119 and BH121 were reduced to 1.5m depth at the request of Robert Luxmoore ( to stay within the agreed budget).

(page revised 11 Feb 2016)



The boreholes were drilled using a 4WD mounted drilling rig and solid stem auger drilling techniques. Disturbed and undisturbed samples were recovered from the soils encountered for visual classification, laboratory testing and logging purposes. On completion the boreholes were backfilled with the drill cuttings and tamped in place.

The subsurface conditions encountered in the boreholes are described in the engineering logs presented in Appendix A. The logs are preceded by summary sheets of descriptive terms and symbols used in their preparation.

The fieldwork was performed in the presence of a geotechnical engineer from Coffey who located the boreholes, nominated sampling and testing, liaised on site and prepared the engineering logs.

The surface elevation levels on each borehole has been estimated from the Hellier McFarland Plan of Survey dated 29 July 2015. The levels are to Australian Height Datum (AHD) are considered to accurate within +/- 0.5m.

3.2. Laboratory testing

The laboratory testing was undertaken at Coffey’s NATA registered Melbourne laboratory in accordance with the relevant sections of AS1289 “Methods of Testing Soils for Engineering Purposes.” The results of the laboratory testing are presented on the test results sheets in Appendix C.

Geotechnical laboratory testing comprised:

• One Atterberg limits; and

• One Shrink/Swell testing;

In the absence of good quality undisturbed tube samples for the second Shrink/Swell test, Atterberg limit testing was substituted and undertaken on a disturbed sample of recovered material.

4. Results of geotechnical investigation

4.1. Surface conditions

The site is located at 179-217 Centre Dandenong Road, Dingley Village. The site is currently occupied by the Kingswood Golf Course which comprises an 18 hole golf course, a club house, a carpark, three ponds and the maintenance facility (sheds/storage area).

The surface of the site is hummocky but in general site elevations are falling from north to site from about RL30m to RL21m (AHD) at gradients not steeper than about 1 in 7 (vertical: horizontal).

The site is grassed and there are medium to large sized trees located along the sides of the fairways and the boundary of the site.

The site was trafficable by 4WD vehicles at the time of the investigation.



4.2. Subsurface conditions

4.2.1. Published geology

Available geological data indicates that the site is underlain by Quaternary age swamp deposits comprising sands, silts and clays and by Quaternary age sand ridges and sand hills. Tertiary age Brighton Group is indicated beneath the site Quaternary deposits.

4.2.2. Previous investigations

As reported in “Targeted Soil Contamination Assessment” (reference J120335) dated July 2014, Noel Arnold and Associates undertook 21 test pits to depths of between 0.7m and 2m. The test pits encountered up to 1.7m of fill overlying natural deposits of sand.

As reported in “Preliminary Landfill Gas Assessment” (reference M11074_003_rpt_rev2) dated September 2014, Senversa drilled 11 boreholes to depths of between 3.4m and 8m. The boreholes encountered up to 4.6m of fill overlying natural soils of sand and some sandy clay.

4.2.3. Current boreholes drilled by Coffey

The subsurface conditions encountered in the recently drilled boreholes are considered to be generally consistent with the published map and investigations undertaken by others.

In general the subsurface conditions comprised

• Fill (or possible fill) encountered in 18 boreholes locations; overlying

• Brighton Group (all boreholes)

Quaternary deposits were encountered in seven boreholes (BH101, BH102, BH107, BH113, BH118, BH120, BH121).

The subsurface conditions encountered in the boreholes are described in detail in the engineering logs presented in Appendix A. A subsurface section (A-A’) is presented in Figure 2. A description of the materials is provided below.

Fill

Fill (or possible fill) was observed at depths of up to 2m. The fill is generally composed of fine to coarse grained sand with minor amounts of clay. The fill was loose to medium dense. The fill is considered to be uncontrolled.

Quaternary deposits

The Quaternary deposits encountered in the boreholes were between 0.6m and 1.3m thick. The deposits comprised predominantly fine to coarse grained sand. The sand is loose to medium dense, to dense in places. Organic clays were not encountered.

Brighton Group

The Brighton Group was encountered in all boreholes drilled on site and comprises medium dense to dense (to very dense) sand (SP) and clayey sand (SC) with minor gravel. It is variably cemented.

Clay or Sandy Clay (low plasticity-CL to high plasticity-CH ) was encountered in BH101, BH103, BH107, BH108, BH109, BH110, BH112, BH113, BH114, BH119, BH122 and BH123. The clay was stiff to very stiff.



4.2.4. Laboratory test results

The result of Shrink Swell Test on a sample of clay from BH110 at a depth of 3m gave a result of Shrink Swell Index (Iss) = 1.2

The result of an Atterberg Limit Test on a sample of clay from BH114 at a depth of 0.7m gave the following results:

Liquid Limit (LL) = 61%

Plasticity Index (PI) = 44%

Linear Shrinkage (LS) = 14%

The laboratory test certificates are presented in Appendix B.

4.3. Groundwater

4.3.1. Visualising Victoria’s Groundwater

VVG indicates that depth to groundwater for this site is mostly shallower than 5m. A registered bore (125269) on VVG indicates that measured groundwater levels (from 1995 to 2013) varied from 4m to 7m bgl (i.e. RL23.5m to RL20.9m).

4.3.2. Previous investigations

Noel Arnold and Associates observed water seepage in two test pits at 0.8m and 1m depth. In addition, sand was noted as “wet” in three test pits at depths ranging from 0.3m to 0.8m.

Senversa noted groundwater ingress in two boreholes at depths of 3m and 7.5m. Groundwater monitoring in August 2014 gave depth to groundwater between 1.5m and 5m below ground level.

4.3.3. Recently installed groundwater monitoring wells

Three standpipes were installed in BH110, BH113 and BH103 to facilitate groundwater monitoring. Table 1 presents the groundwater measurements undertaken.

Table 1: Recent groundwater measurements

Approximate ground surface level

(RL AHD)

Measured depth to groundwater 17 July 2015

(mBGL)

Approximate elevation of groundwater 17 July 2015

(RL AHD)

BH103 21 4.7 16.3

BH110 27.1 3.2 23.9

BH113 24.5 3 21.5

Ground water levels are subject to seasonal fluctuations and should be monitored on an ongoing basis.



5. Discussion

5.1. Some geotechnical considerations

Some geotechnical considerations for this site are:

• The presence of uncontrolled fill up to 2m thick (potentially up to 4.6m). Fill is not a suitablesubgrade for pavements, fill embankments, slab or footings due to potential differential settlement

• Variable natural subsurface conditions including sand and clays and changes in engineeringadvice/construction techniques

• The high density of trees on site and the removal of which, may lead to

- Over excavation on site due to the removal of root zones, and

- Increase in groundwater level and/or soil moisture content (which may impact the site classification and drainage).

• Available groundwater data suggests that there is high/ fluctuating groundwater levels on site andalso that there are perched water levels (possibly associated with the existing dams on site)

5.2. Groundwater

The available information on groundwater (presented in Section 4.3) suggests that depth to groundwater is variable, and fluctuates seasonally and yearly.

For preliminary design purposes we recommend that a depth to groundwater of 1.5m is considered. We note that depth to groundwater is unlikely to be at 1.5m for all parts of the site, at all times of year. Sensitivity checks should be undertaken to assess the potential impact if groundwater is higher or lower than this depth.

Proposed services and/or structures below groundwater should consider:

• If groundwater is encountered, inflows could be significant due to the high permeability of sand.Groundwater control measures will be required to construct a stable batter, reduce the potentialfor blow out of the base and limit migration of fines (i.e. running sands). Control measures wouldinclude spears and cut offs (sheet piles). We note that test pits were excavated to 2m and theboreholes were drilled without casing, as such depending on the depth to groundwater at the timeof construction, it may be possible to excavate open trenches.

• Once the formation level is exposed it should be blinded as soon as is practicable to preventwater softening of the base. Specific bedding materials will be required for sewers/drainage.

• Buried structures (including manholes and dam liners) should be designed to consider buoyancyeffects and the head of water acting upon it.

• Backfill materials should be designed and placed to limit the potential for hydraulic gradient todevelop through it. Consideration should be given to the use of geotextiles and water stops.

5.3. Preliminary site classification

Australian Standard AS2870-2011 “Residential Slabs and Footings” provides a methodology to assess potential vertical shrink swell soil movements and then provide a site classification based on the characteristic surface movements (ys). The methodology is based on the subsurface profile, the results of laboratory testing to assess the Shrink Swell Index (Iss) and the climatic zone of the site.

There are likely to be a variety of site classifications on this site due to variable subsurface profile encountered across the site, for example within the seasonal moisture variation (Hs) of 1.8m:

i. More than 0.8m (sand) of uncontrolled fill will result in a Site Classification of P

ii. If only natural sands are encountered a Site Classification of S would apply



iii. If natural clays or a combination of sand and clay soils are encountered, the siteclassification will depend on plasticity of clays and Iss results

iv. If the engineered fill is placed the site classification will depend on the nature of the fill

Assuming only natural clays are encountered and based on the result of the Shrink Swell Test (Iss = 1.2), we estimate that a preliminary site classification of M would apply.

As such for preliminary design purposes, we recommend that the subsurface profile at this site is considered to be moderately reactive and likely to be subject to volume changes with soil moisture content variations (i.e. swelling on wetting and shrinkage on drying).

It is recommended that precautions be taken to control moisture variations within the founding soils including

• Provide paving to the edge of a building to limit soil moisture variations due to seasonal wettingand drying. The paved surface should be graded away from the building such that run-off drainsaway and water cannot pond against the building.

• Restrict tree planting in the vicinity of the buildings. AS2870 recommends that trees be planted nocloser to a building than a distance of 0.75 times the mature height on Class M sites. Thisdistance should be increased where rows or groups of trees are involved.

• Service trenches, particularly plumbing and drainage, should be avoided beneath buildings.Where service trenches are to pass beneath or near to a building they should be backfilled with alow permeability material, such as compacted clay, to prevent the ingress of water.

• Any leaking or damaged underground services should be repaired promptly.

• During construction the exposed subgrade, trenches and footing excavations should not be leftexposed to the weather for extended periods. Water should not be allowed to pond in these areasnor should they be left unprotected to dry and crack in the sun.

• If the clay soils are used as engineered fill beneath structures, consideration should be given totheir reactivity as higher characteristic surface movements can be expected where the sitederived clay soils are used as engineered fill.

It should be noted that the use of standard footings in accordance with AS2870 is only applicable for buildings having loadings and construction style similar to that of a residential dwelling.

5.4. Footings

It is recommended that building footings be founded below any uncontrolled fill/topsoil and within the natural soils. All fill currently on site is considered uncontrolled and will either need to be wholly replaced or engineered.

Suitable footing systems include pad and strip footings or a stiffened raft. Spread footings can be found in the natural stiff to very stiff clay soils or medium dense sand and proportioned to an allowable bearing pressure of 150kPa for footings less than 3m wide.

It is recommended that footing excavations be inspected by a geotechnical engineer during construction to confirm that the founding conditions are consistent with those on which the design recommendations are based.

5.1. Earthworks and excavation

5.1.1. Excavation

Earthworks will be required to create level platforms for the development. Based on the soils encountered on site conventional mechanical equipment such as tracked excavators/backhoe are expected to be sufficient to excavate soils to depths of about 5m. Larger excavators may be required for deeper excavations and/or deep trench excavations.



5.1.2. Batter slopes

Soil batters (less than 3m in height) should not be excavated steeper than 1V:1.5H in the temporary case for soil batters open for less than one month under dry conditions. Shallower gradients may need to be considered if groundwater is encountered. In the permanent case, excavated soil batters should not be steeper than 1V:2.5H unless a specific geotechnical assessment has been undertaken.

Personnel should not enter any excavation in excess of 1.5m depth, unless trench shoring support is provided or the excavation is appropriately battered. Batter slopes are likely to be subject to fretting and local loss of material, particularly if left exposed to weather for extended periods.

Evidence of highly dispersive soils was not observed during the site visit. None the less proposed works should follow good engineering practice to reduce the potential for excessive erosion.

5.1.3. Site won materials

The on-site natural sands and sandy clays, and the existing fill materials can be considered for use as fill subject to its condition at the time of construction. Moisture conditioning will be required. An appropriate earthworks specification will be required if proposing to place and compact the natural sand or the sandy fill. Also selecting an earthworks contractor with experience in compacting sand is recommended.

If the clay soils are used as engineered fill beneath structures, consideration should be given to their reactivity as higher characteristic surface movements can be expected where the site derived clay soils are used as engineered fill.

See Section 5.3 for more details on fill placement.

5.1.4. Water retention

Due to high permeability, the natural sandy soils or the sandy uncontrolled fill are unlikely to be suitable materials for the base or side walls of either ponds or wetlands. If no liner is adopted, water levels are likely to reflect groundwater levels.

Typically a clay liner is placed to reduce permeability (say 0.3m thick clay compacted to 98% Standard to achieve a permeability of 1 x 10-9 m/s). Due to the limited amount of clay on site, it may be beneficial to undertake detailed testing of the permeability of compacted sands or treated sands (possibly in combination with increase in the specification of allowable permeability of the pond/basin).

If a liner is constructed, consideration will need to be given to effects of buoyancy (cracking/blow out).

A liner could be constructed from clay soils - either site won (limited) or imported. A clay liner should be a minimum of 300mm thick and should be covered with a protective layer to reduce the effects of erosion/dispersion. Alternatively synthetic liner (e.g. a GCL) could be placed.

5.1.5. Backfilling existing ponds

If proposing to backfill the existing ponds, the subgrade will need to be carefully prepared including:

• Excavation of weak or wet soils

• Control of water, including catchment and diversion of existing water flows

• Keying-in the engineered fill

It is possible that some of the ponds are leaking.



5.2. Design CBR

Uncontrolled fill or silty soils are not appropriate subgrade for either flexible or rigid pavements and should be removed and replaced with engineered fill. Based on borehole logs, DCP testing and our experience with similar soils on other sites, we recommend that:

Design of pavements on natural sand soils:

A design CBR of 4% is adopted for design of pavements on natural sand soils. In accordance with Austroads 2012 and VicRoads 2010, a capping layer and “minimum cover” do not apply.

Design of pavements on natural clay soils:

A design CBR of 3% is adopted for design of pavements on natural sand soils. In accordance with Austroads 2012 and VicRoads 2010, a capping layer and “minimum cover” do apply.

Where roads are to be raised above current site levels and supported on an engineered fill platform or where pavements are supported on a treated subgrade, the design CBR of the platform/treated subgrade will depend on fill material or method of treatment and placement. We recommend that a minimum target CBR of 3% is required from the fill platform or treated subgrade to maintain a consistent pavement profile between the natural ground/engineered fill and avoid changes in the pavement profile requirements.

5.3. Subgrade preparation

It is recommended that the following procedures be adopted for subgrade preparation:

• Remove any uncontrolled fill and vegetation to expose the natural subgrade. Also remove anyThe exposed subgrade should then be scarified and compacted with several passes of a heavyvibrating pad foot roller (clay) or vibrating smooth drum roller (sand) and to achieve a dry densityratio of at least 98% Standard (commercial/pavements) or 95% Standard (residential) compactionand within +/- 3% of Standard Optimum Moisture Content (SOMC) in accordance withAS1289.5.1.1, 5.4.1 or 5.7.1.

• Any soft or weak areas identified during the subgrade compaction process, that do not respond tofurther compaction, should be removed and replaced with select fill in layers not exceeding200mm loose thickness and each layer compacted to achieve a Dry Density Ratio of at least 98%Standard (commercial/pavements) or 95% Standard (residential) and within +/- 3% of SOMC inaccordance with AS1289 5.1.1, 5.4.1 or 5.7.1. Excavations to remove any soft or weak areasshould have side slopes battered not steeper than 1H:1V. Should extensive soft or weak areasbe encountered, further geotechnical advice should be sought.

• Where engineered fill is required to raise the subgrade level, it should be placed and compactedas described above.

Select fill may comprise imported materials such as crushed rock, clayey sand, sandy clay or weathered sedimentary rock. Subject to an assessment of their condition at the time of construction and careful sorting, mixing or drying as may be required, the existing on-site fill materials and natural clays and weathered siltstone are not considered suitable for use as select fill due to the high liquid limit of the material (>50%).

Where clay is to be used as engineered fill beneath buildings, consideration will need to be given the reactivity of the clay and subsequent shrink swell movements, and this will need to be considered in the design of the building footing system.

It is recommended that subgrade preparation, fill placement and compaction be performed in the presence of a suitably experienced geotechnical practitioner and the level of compaction be checked by field density testing. Subgrade preparation should be carried out during dry weather conditions where possible. Provision should be made for effective diversion and removal of all surface water from the prepared subgrade from any source. Where engineered fill is to support buildings, it is



recommended that the fill be constructed under Level 1 supervision requirements as defined in AS3798.

6. Recommendations for further workWe recommend that following:

• Groundwater monitoring is maintained to further assess the impact of groundwater level onproposed structures and dams

• More detailed review of proposed construction materials and design of proposed ponds/wetlandsis undertaken

• An experienced Geotechnical Engineer review plans and specifications which affect or areaffected by geotechnical issues, to hold assure proper interpretation of the geotechnical findingsand recommendations.

• Site inspections of subgrade and footing exposures are undertaken and that fill is placed underLevel 1 supervision in accordance with AS3798.


As a client of Coffey you should know that site subsurface conditions cause more construction problems than any other factor. These notes have been prepared by Coffey to help you interpret and understand the limitations of your report.

Your report is based on project specific criteria

Your report has been developed on the basis of your unique project specific requirements as understood by Coffey and applies only to the site investigated. Project criteria typically include the general nature of the project; its size and configuration; the location of any structures on the site; other site improvements; the presence of underground utilities; and the additional risk imposed by scope-of-service limitations imposed by the client. Your report should not be used if there are any changes to the project without first asking Coffey to assess how factors that changed subsequent to the date of the report affect the report's recommendations. Coffey cannot accept responsibility for problems that may occur due to changed factors if they are not consulted.

Subsurface conditions can change

Subsurface conditions are created by natural processes and the activity of man. For example, water levels can vary with time, fill may be placed on a site and pollutants may migrate with time. Because a report is based on conditions which existed at the time of subsurface exploration, decisions should not be based on a report whose adequacy may have been affected by time. Consult Coffey to be advised how time may have impacted on the project.

Interpretation of factual data

Site assessment identifies actual subsurface conditions only at those points where samples are taken and when they are taken. Data derived from literature and external data source review, sampling and subsequent laboratory testing are interpreted by geologists, engineers or scientists to provide an opinion about overall site conditions, their likely impact on the proposed development and recommended actions. Actual conditions may differ from those inferred to exist, because no professional, no matter how qualified, can reveal what is hidden by earth, rock and time. The actual interface between materials may be far more gradual or abrupt than assumed based on the facts obtained. Nothing can be done to change the actual site conditions which exist, but steps can be taken to reduce the impact of unexpected conditions. For this reason, owners should retain the services of Coffey through the development stage, to identify variances, conduct additional tests if required, and recommend solutions to problems encountered on site.

Your report will only give preliminary recommendations

Your report is based on the assumption that the site conditions as revealed through selective point sampling are indicative of actual conditions throughout an area. This assumption cannot be substantiated until project implementation has commenced and therefore your report recommendations can only be regarded as preliminary. Only Coffey, who prepared the report, is fully familiar with the background information needed to assess whether or not the report's recommendations are valid and whether or not changes should be considered as the project develops. If another party undertakes the implementation of the recommendations of this report there is a risk that the report will be misinterpreted and Coffey cannot be held responsible for such misinterpretation.

Your report is prepared for specific purposes and persons

To avoid misuse of the information contained in your report it is recommended that you confer with Coffey before passing your report on to another party who may not be familiar with the background and the purpose of the report. Your report should not be applied to any project other than that originally specified at the time the report was issued.

Interpretation by other design professionals

Costly problems can occur when other design professionals develop their plans based on misinterpretations of a report. To help avoid misinterpretations, retain Coffey to work with other project design professionals who are affected by the report. Have Coffey explain the report implications to design professionals affected by them and then review plans and specifications produced to see how they incorporate the report findings.


Data should not be separated from the report*

The report as a whole presents the findings of the site assessment and the report should not be copied in part or altered in any way. Logs, figures, drawings, etc. are customarily included in our reports and are developed by scientists, engineers or geologists based on their interpretation of field logs (assembled by field personnel) and laboratory evaluation of field samples. These logs etc. should not under any circumstances be redrawn for inclusion in other documents or separated from the report in any way.

Geoenvironmental concerns are not at issue

Your report is not likely to relate any findings, conclusions, or recommendations about the potential for hazardous materials existing at the site unless specifically required to do so by the client. Specialist equipment, techniques, and personnel are used to perform a geoenvironmental assessment. Contamination can create major health, safety and environmental risks. If you have no information about the potential for your site to be contaminated or create an environmental hazard, you are advised to contact Coffey for information relating to geoenvironmental issues.

Rely on Coffey for additional assistance

Coffey is familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a project, from design to construction. It is common that not all approaches will be necessarily dealt with in your site assessment report due to concepts proposed at that time. As the project progresses through design towards construction, speak with Coffey to develop alternative approaches to problems that may be of genuine benefit both in time and cost.

Responsibility

Reporting relies on interpretation of factual information based on judgement and opinion and has a level of uncertainty attached to it, which is far less exact than the design disciplines. This has often resulted in claims being lodged against consultants, which are unfounded. To help prevent this problem, a number of clauses have been developed for use in contracts, reports and other documents. Responsibility clauses do not transfer appropriate liabilities from Coffey to other parties but are included to identify where Coffey's responsibilities begin and end. Their use is intended to help all parties involved to recognise their individual responsibilities. Read all documents from Coffey closely and do not hesitate to ask any questions you may have.

* For further information on this aspect reference should be

made to "Guidelines for the Provision of Geotechnical information in Construction Contracts" published by the Institution of Engineers Australia, National headquarters, Canberra, 1987.



Figures

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scale

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Coffey drilled borehole 2015

Coffey drilled borehole 2015 with environmental sampling

Coffey drilled borehole 2015 with well installation

Senversa drilled borehole 2015

VVG registered bore

Subsurface section A – A’

CB

TWSTWSTWSTWS

3 Aug 2015

As shown SITE PLAN

GEOTABTF09918AA 1

Kingswood Golf Course Redevelopment, Dingley Villag e

ISPT Pty Ltd

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ROBERT LUXMOORE

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SUBSURFACE SECTION A-A'

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EW - DWWeathering

Drilling Water Info

VS=50/23kPaVane Shear

Piezometer

Min mbglDate

Max mbglDate

BottomResponseZone

TopResponseZone

N=4SPT N Value

PP=50

Pocket Penetrometer(kPa)

Consistency

F - H

MD

VSt

D

(-80 m)

MD

VSt / H

(-44 m)

MD

MD

VSt

VSt / D

PP=350PP=400PP=400

(1 m)

L

MD

D

St / VSt

D

(-1 m)

L

MD

(2 m)

MD

(-36 m)

L

D

VSt

D

(-34 m) L

VD

(80 m)

Quaternary Deposits

Fill / Fill ?

Brighton Group

KINGSWOOD GOLF COURSE REDEVELOPMENT

Vertical exaggeration x 40

Geological boundaries are only known at the test site locations and havebeen inferred between the test sites. These geological boundaries have beenprovided to assist with the geological interpretation and should not beconsidered to represent actual boundaries that may vary from these lines.

BH

#

(0 m)

BH

107

BH

109

BH

110

BH

113

BH

117

BH

121 B

H12

3 BH

124






Appendix A – Borehole logs

DEFINITION:In engineering terms soil includes every type of uncementedor partially cemented inorganic or organic material found inthe ground. In practice, if the material can be remoulded ordisintegrated by hand in its field condition or in water it isdescribed as a soil. Other materials are described using rockdescription terms.

CLASSIFICATION SYMBOL & SOIL NAMESoils are described in accordance with the Unified SoilClassification (UCS) as shown in the table on Sheet 2.

PARTICLE SIZE DESCRIPTIVE TERMS

MOISTURE CONDITION

CONSISTENCY OF COHESIVE SOILS

DENSITY OF GRANULAR SOILS

MINOR COMPONENTS

SOIL STRUCTURE

GEOLOGICAL ORIGIN

Boulders

Cobbles

>200 mm

63 mm to 200 mm

Gravel coarse

medium

fine

20 mm to 63 mm

6 mm to 20 mm

2.36 mm to 6 mm

Sand coarse

medium

fine

600 μm to 2.36 mm

200 μm to 600 μm

75 μm to 200 μm

Looks and feels dry. Cohesive and cemented soilsare hard, friable or powdery. Uncemented granularsoils run freely through hands.

Soil feels cool and darkened in colour. Cohesivesoils can be moulded. Granular soils tend to cohere.

As for moist but with free water forming on handswhen handled.

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

Friable

<12

12 - 25

25 - 50

50 - 100

100 - 200

>200

–

A finger can be pushed well into thesoil with little effort.

A finger can be pushed into the soilto about 25mm depth.

The soil can be indented about 5mmwith the thumb, but not penetrated.

The surface of the soil can beindented with the thumb, but notpenetrated.

The surface of the soil can be marked,but not indented with thumb pressure.

The surface of the soil can be markedonly with the thumbnail.

Crumbles or powders when scrapedby thumbnail.

Very loose

Loose

Medium Dense

Dense

Very Dense

Less than 15

15 - 35

35 - 65

65 - 85

Greater than 85

Trace of

With some

Presence just detectableby feel or eye, but soilproperties little or nodifferent to generalproperties of primarycomponent.

Coarse grained soils:<5%

Fine grained soils:<15%

Presence easily detectedby feel or eye, soilproperties little differentto general properties ofprimary component.

Coarse grained soils:5 - 12%Fine grained soils:15 - 30%

Layers

Lenses

Pockets

Continuous acrossexposure or sample.

Discontinuouslayers of lenticularshape.

Irregular inclusionsof different material.

Weaklycemented

Moderatelycemented

Easily broken up byhand in air or water.

Effort is required tobreak up the soil byhand in air or water.

Extremelyweatheredmaterial

Residual soil

Aeolian soil

Alluvial soil

Colluvial soil

Fill

Lacustrine soil

Marine soil

Structure and fabric of parent rock visible.

Structure and fabric of parent rock not visible.

Deposited by wind.

Deposited by streams and rivers.

Deposited on slopes (transported downslopeby gravity).

Man made deposit. Fill may be significantlymore variable between tested locations thannaturally occurring soils.

Deposited by lakes.

Deposited in ocean basins, bays, beachesand estuaries.

Dry

Moist

Wet

TERM ASSESSMENTGUIDE

PROPORTION OFMINOR COMPONENT IN:

TERM DENSITY INDEX (%)

ZONING CEMENTING

WEATHERED IN PLACE SOILS

TRANSPORTED SOILS

TERMUNDRAINEDSTRENGTHsu (kPa)

FIELD GUIDE

Soil Description Explanation Sheet (1 of 2)

NAME SUBDIVISION SIZE

SOIL CLASSIFICATION INCLUDING IDENTIFICATION AND DESCRIPTION

COMMON DEFECTS IN SOIL

(Excluding particles larger than 60 mm and basing fractions on estimated mass)

Wide range in grain size and substantialamounts of all intermediate particle sizes.

Predominantly one size or a range of sizeswith more intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below)

Plastic fines (for identification proceduressee CL below)

Wide range in grain sizes and substantialamounts of all intermediate sizes

Predominantly one size or a range of sizeswith some intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below).

Plastic fines (for identification proceduressee CL below).

IDENTIFICATION PROCEDURES ON FRACTIONS <0.2 mm.

None to Low

Medium to High

Low to medium

Low to medium

High

Medium to High

Quick to slow

None

Slow to very slow

Slow to very slow

None

None

None

Medium

Low

Low to medium

High

Low to medium

ML

CL

OL

MH

CH

OH

Pt

SILT

CLAY

ORGANIC SILT

SILT

CLAY

ORGANIC CLAY

PEAT

GW

GP

GM

GC

SW

SP

SM

SC

GRAVEL

GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

SAND

SAND

SILTY SAND

CLAYEY SAND

HIGHLY ORGANICSOILS

Readily identified by colour, odour, spongy feel andfrequently by fibrous texture.

Low plasticity – Liquid Limit wL less than 35%. Medium plasticity – wL between 35% and 50%. High plasticity – wL greater than 50%.

PARTING

JOINT

SHEAREDZONE

SHEAREDSURFACE

A surface or crack across which thesoil has little or no tensile strength.Parallel or sub parallel to layering(eg bedding). May be open or closed.

A surface or crack across which the soilhas little or no tensile strength but which isnot parallel or sub parallel to layering. Maybe open or closed. The term 'fissure' maybe used for irregular joints <0.2 m in length.

Zone in clayey soil with roughlyparallel near planar, curved or undulatingboundaries containing closely spaced,smooth or slickensided, curved intersectingjoints which divide the mass into lenticularor wedge shaped blocks.

A near planar curved or undulating, smooth,polished or slickensided surface in clayeysoil. The polished or slickensided surfaceindicates that movement (in many casesvery little) has occurred along the defect.

A zone in clayey soil, usually adjacentto a defect in which the soil has ahigher moisture content than elsewhere.

SOFTENEDZONE

TUBE

TUBECAST

INFILLEDSEAM

Tubular cavity. May occur singly or as oneof a large number of separate orinter-connected tubes. Walls often coatedwith clay or strengthened by denser packingof grains. May contain organic matter

Roughly cylindrical elongated body of soildifferent from the soil mass in which itoccurs. In some cases the soil whichmakes up the tube cast is cemented.

Sheet or wall like body of soil substanceor mass with roughly planar to irregularnear parallel boundaries which cutsthrough a soil mass. Formed by infilling ofopen joints.

FIN

E G

RA

INE

D S

OIL

SM

ore

than

50%

of m

ater

ial l

ess

than

63 m

m is

sm

alle

r th

an 0

.075

mm

(A 0

.075

mm

par

ticle

is a

bou

t th

e sm

alle

st p

artic

le v

isib

le t

o th

e na

ked

eye

)

SIL

TS &

CLA

YS

SIL

TS &

CLA

YS

SA

ND

SG

RA

VE

LSLi

qui

d li

mit

grea

ter

than

50

Liq

uid

lim

itle

ss t

han

50M

ore

than

hal

f of c

oars

efr

actio

n is

sm

alle

r th

an 2

.36

mm

Mor

e th

an h

alf o

f coa

rse

frac

tion

is la

rger

tha

n 2.

36 m

m

SA

ND

SW

ITH

FIN

ES

CLE

AN

SA

ND

SG

RA

VE

LSW

ITH

FIN

ES

CLE

AN

GR

AV

ELS

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

CO

AR

SE

GR

AIIN

ED

SO

ILS

Mor

e th

an 5

0% o

f mat

eria

ls le

ss t

han

63 m

m is

larg

er t

han

0.07

5 m

m

FIELD IDENTIFICATION PROCEDURES PRIMARY NAME

TERM DEFINITION DIAGRAM TERM DEFINITION DIAGRAM

DRY STRENGTH DILATANCY TOUGHNESS

Soil Description Explanation Sheet (2 of 2)

USC

72810-03/02/2009

SP

SP

SP

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark grey andblack

SAND: fine to coarse grained, dark brown,mottled brown, with trace fines

Clayey SAND: fine to coarse grained, yellowbrown mottled pale grey, medium plasticity claywith some lenses of sandy clay

Sandy CLAY: medium plasticity, yellow brownmottled pale grey, fine to coarse grained sand

Borehole BH101 terminated at 3.0 mTarget depth

QUATERNARY DEPOSITS

BRIGHTON GROUP

D

MD

D

VSt

M

M / W

RL

(m)

21

20

19

18

drilling information material substance

BH101

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1

Engineering Log - Borehole

grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er

samples & field tests consistency / relative densitysupportM mudC casing

N nil VSSFStVStHFbVLLMDDVD

very softsoftfirmstiffvery stiffhardfriablevery looseloosemedium densedensevery dense

classification symbol &soil descriptionbased on Unified

Classification System

water

water outflow

water inflow

penetration

no resistanceranging torefusal

10-Oct-12 waterlevel on date shown

method

1 2 3

BDESSU##HPNN*NcVSRHB

bulk disturbed sampledisturbed sampleenvironmental samplesplit spoon sampleundisturbed sample ##mm diameterhand penetrometer (kPa)standard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear; peak/remouded (kPa)refusalhammer bouncing

ADASHAW

auger drilling*auger screwing*hand augerwashbore

*e.g.BTV

bit shown by suffixAD/Tblank bitTC bitV bit

met

hod

&su

ppor

t SOIL TYPE: plasticity or particle characteristic,colour, secondary and minor components

material description structure andadditional observations

2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n

samples &field tests

dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

hole diameter : 100 mm

position: E: 335170; N: 5795169 (MGA94 Zone 55) DCP id.:surface elevation: 21.00 m (AHD)

drill model: Custom Toyota Land Cruiser, Light Vehicle mounted

angle from horizontal: 90°

cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl

drymoistwetplastic limitliquid limit

(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark brown,with trace fines

SAND: fine to coarse grained, pale grey, withtrace fines

Clayey SAND: fine to coarse grained, mottledpale grey and brown, medium plasticity clay


QUATERNARY DEPOSITS

BRIGHTON GROUP

Refusal

MD

D

M

RL

(m)

24

23

22

21


BH102

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

CL

CL-CH

SP

AD

/V

N

FILL: Gravelly SAND: fine to coarse grained,pale brown and grey

FILL: SAND: fine to coarse grained, dark grey/ black

some fine to coarse grained angular gravel

CLAY: medium plasticity, yellow brown andpale grey

Sandy CLAY: medium to high plasticity,mottled red brown and yellow brown, fine tocoarse grained sand

SAND: fine to medium grained, pale grey,mottled yellow brown, with trace fines

FILL

FILL?

BRIGHTON GROUP

D

St

VSt

D

M

M />Wp

M

RL

(m)

21

20

19

18


BH103

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

17/0

7/15

AD

/V

N

SAND: fine to medium grained, pale grey,mottled yellow brown, with trace fines(continued)becoming orange brown and fine grained

cemented sand (5.7-6.5 m)

increasing fines content

BRIGHTON GROUP

Well Installation Details:

DM

RL

(m)

17

16

15

14


BH103

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

2 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

4.5

5.0

5.5

6.0

6.5

7.0

7.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SPN


Machine slotted pipe from1.1m to 8.1m

Backfill:Bentonite 0 - 1.1mSand 1.1-8.1mBRIGHTON GROUP

DM

RL

(m)

13

12

11

10


BH103

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

3 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

8.5

9.0

9.5

10.0

10.5

11.0

11.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, mottled darkgrey brown and dark brown

Clayey SAND: fine to coarse grained, mottledyellow brown and pale grey, low to mediumplasticity clay


FILL?

BRIGHTON GROUP

Refusal

MD

D

M

RL

(m)

21

20

19

18


BH104

GEOTABTF09918AA

17 Jul 2015

17 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

Not

Obs

erv

ed

AD

/V

N

FILL: SAND: fine to coarse grained, dark grey

SAND: fine to coarse grained, pale greymottled dark grey

grading to trace to some clay

clay band, low to medium plasticity, pale greymottled yellow brown (2.4-2.7 m)


FILL?

BRIGHTON GROUP

L

MD

D

M

<Wp

M

RL

(m)

23

22

21

20


BH105

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SPNot

Obs

erv

ed

AD

/V

N

FILL: SAND: fine to coarse grained, darkgrey, with some roots

SAND: fine to coarse grained, mottled brownand pale grey, with some organic inclusions(bark)

SAND: fine to coarse grained, pale grey,mottled brown, with trace clay


FILL

plastic weedmat (0.4 m)

FILL?

BRIGHTON GROUP

L

MD

M

RL

(m)

27

26

25

24


BH106

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

CL

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark brown,with some roots

SAND: fine to coarse grained, dark greymottled dark grey

CLAY: low to medium plasticity, mottled palegrey, yellow brown, with some fine to coarsegrained sand

Clayey SAND: fine to coarse grained, mottledyellow brown and pale grey, low to mediumplasticity clay


FILL?

QUATERNARY DEPOSITS

BRIGHTON GROUPD

MD

VSt

D

M

M

M /<Wp

M

RL

(m)

27

26

25

24


BH107

GEOTABTF09918AA

17 Jul 2015

17 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

CL

SC

CL

Not

Obs

erv

ed

AD

/V

N

SAND: fine to medium grained, brown andpale grey, with trace roots

Sandy CLAY: low to medium plasticity,mottled pale grey and yellow brown

Clayey SAND: fine to coarse grained, mottledpale grey and yellow brown, low to mediumplasticity clay

Sandy CLAY: low to medium plasticity, palegrey mottled yellow brown, fine to coarsegrained sand


FILL?

BRIGHTON GROUP

Refusal

MD

VSt / H

D

St / VSt

M

M /<Wp

M

M />Wp

RL

(m)

24

23

22

21


BH108

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

CL

Not

Obs

erv

ed

AD

/V

N

SAND: fine to medium grained, dark grey,mottled pale grey

SAND: fine to medium grained, pale grey,with trace brown mottle

CLAY: low to medium plasticity, mottled palegrey and yellow brown


FILL?

BRIGHTON GROUP

U63- poor sample, roots andfissured

U63

MD

VSt / H

M

M /<Wp

RL

(m)

27

26

25

24


BH109

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

CL

17/0

7/15

09

:30

AD

/V

N

FILL: SAND: fine to coarse grained, darkbrown, with trace fines

FILL: SAND: fine to coarse grained, brown,with trace fines, some sandy clay pockets

orange brown brick fragments

grading to sand with some fine grained angulargrey gravel

rootlets

SAND: fine to coarse grained, pale greymottled dark grey, with trace orange brownmottle, with some clay

CLAY: medium plasticity, orange brownmottled pale grey, with some fine to coarsegrained sand

FILL

BRIGHTON GROUP

U63

MD

MD

VSt

M / W

M

>Wp /M

RL

(m)

27

26

25

24


BH110

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 2


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SC

13/0

7/15

AD

/V

N


Clayey SAND / SANDY CLAY: mediumplasticity, orange brown mottled pale grey, fineto coarse grained

BRIGHTON GROUP

Well Installation Details:Machine slotted pipe 1-6m

Backfill:Bentonite 0-1mSand 1-6m

VSt / DM />Wp

W

RL

(m)

23

22

21

20


BH110

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

2 of 2


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

4.5

5.0

5.5

6.0

6.5

7.0

7.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark brown,with trace roots

SAND: fine to medium grained, pale grey

SAND: fine to medium grained, yellow brownmottled brown, fine to medium grained,sub-angular iron cemented gravels


FILL?

BRIGHTON GROUP

L

MD / D

M

RL

(m)

28

27

26

25


BH111

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

CL

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark grey,brown, with some roots

SAND: fine to coarse grained, pale grey, withtrace roots

Sandy CLAY: medium to high plasticity,mottled red brown, pale grey, fine to coarsegrained sand

SAND: fine to coarse grained, red brown, withsome clayey fines


FILL?wood chop surface

BRIGHTON GROUP

Refusal

iron cemented sand(2.0-3.0 m)

L

VD

VSt / H

VD

M

D

M /<Wp

D

RL

(m)

29

28

27

26


BH112

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

17/0

7/15

AD

/V

N

FILL: SAND: fine to medium grained, black,dark brown, with trace fine to medium grainedsand and with some roots

SAND: fine to medium grained, brown andgrey brown, with trace fines

SAND: fine to coarse grained, pale brown,with trace fines

FILL?

QUATERNARY DEPOSITS

BRIGHTON GROUP

Refusal

L

MD

D

M

RL

(m)

24

23

22

21


BH113

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SC

SP

AD

/V

N

Sandy CLAY: medium plasticity, orangebrown mottled pale grey, fine to mediumgrained sand

SAND: fine to coarse grained, pale grey, withtrace fines and with trace fine grainedsub-rounded-sub0angular quartz gravel

BRIGHTON GROUPSt / VSt

D

M />Wp

W

RL

(m)

20

19

18

17


BH113

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

2 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

4.5

5.0

5.5

6.0

6.5

7.0

7.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

AD

/V

N

SAND: fine grained, pale grey, with trace fines


BRIGHTON GROUPDW

RL

(m)

16

15

14

13


BH113

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

3 of 3


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

8.5

9.0

9.5

10.0

10.5

11.0

11.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

GC

CH

SC

SP

Not

Obs

erv

ed

AD

/V

N

FILL: SAND: fine to medium grained, darkgrey

Clayey GRAVEL: fine to coarse grained, redbrown, ferruginous sandstone, sub-roundedgravel, medium plasticity clay

Sandy CLAY: medium to high plasticity, redbrown, fine to coarse grained sand

Clayey SAND: fine to coarse grained, redbrown and pale grey, medium to high plasticityclay

SAND: fine to coarse grained, pale brown,with trace clay


FILL?

BRIGHTON GROUP

probable cemented sand

D

L

D

H

VD

M

M /<Wp

M

RL

(m)

28

27

26

25


BH114

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to medium grained, dark grey,with trace fines

SAND: fine to coarse grained, pale greymottled yellow brown, with trace fines


FILL?

BRIGHTON GROUP

LM

RL

(m)

24

23

22

21


BH116

GEOTABTF09918AA

13 Jul 2015

13 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark grey

SAND: fine to medium grained, pale grey

grading to pale grey mottled brown

grading to mottled brown and yellow brown


FILL?

BRIGHTON GROUP

L

MD

M

D

RL

(m)

27

26

25

24


BH117

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, mottled palegrey and dark grey

SAND: fine to coarse grained, brown

SAND: medium to coarse grained, orangebrown, with trace fine to medium grainedsub-angular undurated sand, gravel


QUATERNARY DEPOSITS

BRIGHTON GROUP

Refusal

cemented sand

MD

VD

M

D

RL

(m)

27

26

25

24


BH118

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

CL

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, grey, with traceroots

some fine to medium grained gravel, sub roundto sub angular

CLAY: low to medium plasticity, mottledbrown, yellow brown, red brown, with trace fineto coarse grained sand


BRIGHTON GROUPMD

VSt / H

D

M /<Wp

RL

(m)

29

28

27

26


BH119

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SPNot

Obs

erv

ed

AD

/V

N

FILL: SAND: fine to coarse grained, darkbrown, with trace rootlets

SAND: fine to coarse grained, pale grey,mottled dark grey brown

SAND: fine to coarse grained, mottled yellowbrown and pale grey

grading to trace fines


FILL?

QUATERNARY DEPOSITS

BRIGHTON GROUP

L

MD

M

RL

(m)

24

23

22

21


BH120

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark grey andblack, with trace roots

SAND: fine to coarse grained, grey mottleddark grey

becoming brown

SAND: fine to coarse grained, pale grey, withtrace fines


FILL?

QUATERNARY DEPOSITS

Refusal

BRIGHTON GROUP

MDM

RL

(m)

22

21

20

19


BH121

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

GP

CL

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, dark brown,with trace fines and trace roots

SAND: mottled pale grey and yellow brown

Gravelly SAND: fine to medium grained,sub-angular, red brown

CLAY: low to medium plasticity, pale grey,yellow brown, with some fine grained sand

Clayey SAND: fine to medium grained,mottled yellow brown and pale grey, low tomedium plasticity clay


FILL?

BRIGHTON GROUP

Refusal

U63 Refusal

D

L / MD

D

VSt

D

M

M

M /<Wp

M

RL

(m)

20

19

18

17


BH122

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:26

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SP

CL

SCNot

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, black, withsome roots

SAND: fine to coarse grained, mottled yellowbrown, brown and pale grey

Sandy CLAY: low to medium plasticity,mottled yellow brown, brown and pale grey

Clayey SAND: fine to coarse grained, mottledyellow brown, pale grey, medium plasticity clay


TOPSOIL

BRIGHTON GROUP

L

D

VSt

D

M

M /<Wp

M

RL

(m)

22

21

20

19


BH123

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:27

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter

SP

SC

Not

Obs

erv

ed

AD

/V

N

SAND: fine to coarse grained, mottled palegrey and grey

becoming fine to medium grained

becoming brown

Clayey SAND: fine to coarse grained, mottledyellow brown and pale grey, medium plasticityclay


FILL?

BRIGHTON GROUP

cemented

Refusal

L

VD

M

RL

(m)

23

22

21

20


BH124

GEOTABTF09918AA

16 Jul 2015

16 Jul 2015

MJ

cb

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

ROBERT LUXMOORE

ISPT


REFER TO FIGURE 1

client:

principal:

project:

location:

1 of 1


grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er






water

water outflow

water inflow

penetration



method

1 2 3



ADASHAW


*e.g.BTV


met

hod

&su

ppor



2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n


dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5





cons

iste

ncy

/re

lativ

e de

nsi

ty

moi

stur

eco

nditi

on

CD

F_0

_9_0

5_L

IBR

AR

Y.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P G

EO

TA

FT

F09

918A

A B

OR

ELO

GS

.GP

J <

<D

raw

ingF

ile>

> 0

3/08

/201

5 13

:27

moistureDMWWpWl


(kPa)

100

200

300

400

handpenetro-

meter






Appendix B – Laboratory test results

Abbotsford, Melbourne Laboratory

Coffey Testing Pty LtdABN 92 114 364 0463G Marine ParadeAbbotsford VIC 3067

Telephone: +61 3 8413 6900Facsimile: +61 3 8413 6999

Report No.:Issue No.: 1

Client:

Principal:

Job No.:

Project:

Approved Signatory: Gayani Samaradiwakara

NATA Accredited Laboratory Number: 431Date of Issue:27/07/2015

Test Procedure: Other Sample Details:Sample ID:Field Sample:Date Sampled:Source:

Material: Silty clay

Sampling type

Swell Shrink

on on

Saturation drying

% %

0.4 1.9

Comments:

Shrink TestSwell Test

material

presentbefore

%

shrinkage

Undisturbed(U63)

Test Results

17/07/2015

Submitted by client

ABTM15S-02567BH 10 (3.00-3.25m)

cracking

SSW:ABTM15S-02567

This document is issued in accordance with NATA's accrediation requirements. Accredited for compliance with IOS/IEC 17025.

{This document may not be reproduced except in full.}

Shrink/Swell Test Report

INFOABTM000433AA

GEOTABTF09918AA - Kingswood Golf Club

Coffey Geotechnics Pty Ltd

Location:

Lot No.:

Sample Details

TRN:

(Associate Engineering Technician)

AS1289.7.1.1

Extent of

crumbling

Est. inertMoisture Content Extent of

1.2Iss =

Moderate

%

NIL20.9 29.7 None

test

during

shrinkage

after

test

during

Shrink Swell Index:

-20

-15

-10

-5

0

5

10

15

20

0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00Sh

rin

k %

Esh

-S

wel

l % E

sw

Moisture Content (%)

Swell Shrink

On SiteSource:InsituMaterial:

Sample Details

ABTM15S-02566Sample ID:

17/07/2015Date Sampled:

No SpecificationSpecification:Submitted by clientSampling Method:

Project Location:

BH114 0.7-1.5Sample Location:

BH114 0.7-1.5Client Sample:

Test Results

4417

One Point61No

YesNo

25414.0

Dry SievedOven-dried

ResultSample History AS 1289.1.1

MethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.2MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1

24/07/2015Date Tested

Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.

27/07/2015

Material Test Report

Report No: ABTM15S-02566-1

Issue No: 1

Client:

Date of Issue:

NATA Accredited Laboratory Number:431

Approved Signatory: Krushik Patel

(Senior Technician)Project Name: GEOTABTF09918AA - Kingswood Golf Club

ABN 92 114 364 046

Abbotsford, Melbourne Laboratory

Coffey Testing Pty Ltd

3G Marine ParadeAbbotsford VIC 3067

Phone: +61 3 8413 6900Fax: +61 3 8413 6999

Project No.: INFOABTM00433AA

Principal:

Lot No.: TRN:

P.O. Box 40Kew VIC 3101

Coffey Geotechnics Pty Ltd (Abbotsford)

Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ABTM15S-02566-1

N/A

Comments

Documents

AS Residential Property No 1 Pty Ltd Kingswood Golf Course ... · This report presents a geotechnical investigation undertaken by Coffey Geotechnics Pty Ltd (Coffey) for the proposed