GEOTECHNICAL INVESTIGATION REPORT - Gladstoneinfo.gladstonerc.qld.gov.au/meetings/20160301... · investigation will facilitate the design of a new concrete tennis court. The area

GEOTECHNICALINVESTIGATION REPORT

2128E/P/81

GEOTECHNICALINVESTIGATION REPORT

Prepared for: Gladstone Regional CouncilPO Box 29Gladstone Q 4680

Project: Tennis Court Upgrade60 Tank StreetGladstone QLD 4680

Job Reference: 2128E/P/81

Date: 19th October 2015

Contact InformationCardno Construction Sciences Pty LtdABN 29 071 123 549

101 High Street,North Rockhampton Qld 4701

Telephone: 07 4928 0044Facsimile: 07 4926 1286

Document InformationPrepared for Gladstone Regional CouncilProject Name Proposed Tennis Court Upgrade

60 Tank St, Gladstone Q 4680

Commission Geotechnical Investigation Report

File Reference 2128E/P/81AJob Reference 2128E/P/81Date 19th October 2015

[email protected]

Document Control

Ver

sion

Date Description of Revision

Prep

ared

By

Prepared(Signature)

Rev

iew

edB

y

Reviewed(Signature)

A 19/10/2015 FINAL REPORT J. Pascoe N.Bloxsom

Ver

sion

Reason for Issue Approved forReleaseBy

Approved(Signature)

ApprovedReleaseDate

A FOR ISSUE N.Bloxsom 19/10/2015

© Cardno 2013. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied orreproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno.

This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno doesnot and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on thecontent of this document.

TABLE OF CONTENTS

1 INTRODUCTION 42 SITE CONDITIONS 5

2.1 Site Description 52.2 Geology and Geomorphology 62.3 Site History and Hydrogeology 7

3 INVESTIGATION RESULTS 83.1 Investigation Work 83.2 Fieldwork Results 83.3 Laboratory Results 9

3.3.1 Geotechnical Investigation 9

4 GEOTECHNICAL ASSESSMENT 114.1 Earthworks 11

4.1.1 Site Preparation 114.1.2 Structural Fill Placement 114.1.3 Excavatability 124.1.4 Subgrade Strength Parameters 12

4.2 Site Classification 124.3 Groundwater and Sub-surface drainage 12

5 CONSTRUCTION INSPECTIONS 146 CONCLUSIONS AND RECOMMENDATIONS 15

TABLESTable 1: Summary of Subsurface Strata ................................................................................................ 8

Table 2: Summary of Water Testing ...................................................................................................... 9

Table 3: Particle Size, Atterberg Limit Test Results ............................................................................... 9

Table 4: Summary of Shrink/Swell Index Test Results ......................................................................... 10

Table 5: Summary of Moisture Content Test Results ........................................................................... 10

APPENDICESAPPENDIX A .............................SITE INVESTIGATION LOCATION PLAN & AREIAL PHOTOGRAPHS

APPENDIX B .......................................................... BOREHOLE LOGS WITH EXPLANATORY NOTES

APPENDIX C ....................................................................................... LABORATORY TEST REPORTS

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1 INTRODUCTION

At the request of Ms Cheryl Barrett on behalf of Gladstone Regional Council (GRC), Cardno ConstructionSciences Pty Ltd was commissioned to undertake a Geotechnical Investigation, including a GroundwaterAssessment, for the proposed tennis courts upgrade at 60 Tank St, Gladstone. It is understood that theinvestigation will facilitate the design of a new concrete tennis court. The area of investigation and thelocation of boreholes have been shown on the Site Investigation Location Plan included in Appendix B.

This report presents a geotechnical summary of the site to include the following;

· Subsurface conditions encountered;

· In situ and laboratory testing results;

· Classification to AS2870;

· Recommendations for earthworks;

· General recommendations for construction and maintenance of the site during construction and inservice; and

· Provide comment on the presence of groundwater and possible sources.

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2 SITE CONDITIONS

2.1 Site Description

The Gladstone Tennis Courts was located on the corner of Tank Street and Glenlyon Road, Gladstone. It isunderstood that the existing asphalt surface is to be replaced with a concrete slab. The site generally slopedaway from the road from the south to the north. The location of the tennis court was down gradient of themunicipal swimming pool. The site has been filled to provide a level platform for the tennis court. Vegetationat the site consisted of well-maintained lawn with scattered trees and shrubs.

Refer to Plates 1 to 2 for typical site conditions encountered during our investigation.

Plate 1: General view of existing tennis courts.

Plate 2: General view of existing tennis courts.

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2.2 Geology and Geomorphology

According to the “Rockhampton Sheet 9051” of the 1: 100 000 geological series produced by theQueensland Government, Natural Resources Mines and Water the site is located on areas of mudstone,lithic sandstone, siltstone, jasper, chert, slate and schist part of the Wandilla Formation of the Curtis IslandGroup.

*These extracts are from the “Rockhampton Sheet 9051” of the 1: 100 000 geological series produced by the Queensland Government,Natural Resources Mines and Water and are for information purposes only.

Site Location

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2.3 Site History and Hydrogeology

A review of available aerial photography sourced from the Department of Natural Resources and Mines(DNRM) revealed that previous to the development of the area in 1973 there was an overland flow path(watercourse) running from south to the north of the site. It was evident from these historical images, thatthe earthworks involved in the development in the area of the swimming pool and tennis courts may havealtered the natural drainage patterns across the site from the filling of the original creek bed. Aerialphotographs can be viewed in Appendix A of this report.

The municipal town swimming pool was located directly up-gradient of the affected tennis courts. Based oninformation provided by the client, the pool may have suffered a small number of leaks in the past. Theamount of water that may have leaked is unknown, as the swimming pool does not have a water meterinstalled to measure water consumption or loss.

The asphalt surface tennis courts that are the subject of this investigation (courts 5, 6 & 7) were installed inthe mid 1970’s. Extensive surface cracking was observed during the investigation.

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3 INVESTIGATION RESULTS

3.1 Investigation Work

The fieldwork was undertaken on the 2nd October 2015 and comprised the drilling of six (6) boreholes using a4WD-mounted Quickdrill drilling rig equipped with continuous solid flight augers with a nominal 100mmdiameter drilled to a maximum depth of 3.0m. The Site Investigation Location Plan in Appendix B shows thelocation of each borehole undertaken for this investigation.

The subsurface profile was logged in general accordance with AS1726 “Geotechnical Site Investigations”.Strata identification was based on inspection of materials recovered from the augers. In situ testingcomprised Dynamic Cone Penetrometer (DCP) testing and Pocket Penetrometer (PP) undertaken to providethe consistency of the soil profile and provide indications on the allowable bearing capacity of subsurfacestrata. The results of DCP and PP testing are shown on the borehole logs in Appendix C. As part of thegeotechnical investigation disturbed and undisturbed samples were recovered during the field work andreturned to our NATA accredited Rockhampton laboratory.

The groundwater assessment included the drilling of two (2) bore holes (GW and GW1) to a depth of 4.0mfor the installation of groundwater monitoring wells. One (1) location (GW) showed no sign of groundwaterand was backfilled. Water samples were obtained and tested by the GRC for free Chlorine, conductivity,temperature and fluoride.

The soil profile at GW1 appeared to show saturated sandy clay fill material to a depth of 1.8m below groundlevel (BGL) then into wet sandy clays indicative of sediment deposited by water (base of old water course)and a standing water level of 2.3m BSL.

3.2 Fieldwork Results

The investigation showed that generally the surface was underlain by low plasticity gravelly sand fill in amoisture to wet condition and of moderately dense to dense consistency and then into was high plasticitygravelly silty clay fill in a moist to wet state and of firm to stiff consistency. Beneath the fill was high plasticitygravelly silty clay in a moist state and of a soft to stiff consistency. These strata overlaid low plastic, dry,clayey sandy gravel/sandy clayey gravel of dense consistency.

For details of the strata encountered at each test location, the logs are included in Appendix C. Tosummarize this information, the subsurface units are detailed in Table 1 below;

Table 1: Summary of Subsurface Strata

Location

FILL NATURAL

TD TerminationConditionGravelly

Sand (SC)

GravellySilty Clay

(CH)

GravellySilty Clay

(CH)

Clayey SandyGravel (GC)

TS1 0.0-0.3 0.3-0.6 0.6-1.6 1.6-TD 3.0 End of BoreholeTS2 0.0-0.3 0.3-0.8 0.8-1.8 1.8-TD 3.0 End of BoreholeTS3 0.0-0.3 0.3-1.0 1.0-2.3 2.3-TD 3.0 End of BoreholeTS4 0.0-0.3 0.3-1.0 1.0-2.6 2.6-TD 3.0 End of BoreholeTS5 0.0-0.3 0.3-0.6 0.6-2.3 2.3-TD 3.0 End of BoreholeTS6 0.0-0.3 0.3-0.6 0.6-2.4 2.4-TD 3.0 End of Borehole

GW1 0.0-0.3 0.3-1.8 1.8-3.6 3.6-TD 4.0 End of Borehole

NOTES:

§ TD = Termination Depth; All depths were measured from the existing surface level at the time of the investigation

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A saturated layer of gravelly sand fill were identified directly below the tennis court surface. Groundwaterwas encountered in three (3) of the six (6) boreholes established during the investigation. The standinggroundwater level was noted at between 2.0m and 2.3m Below Ground Level (BGL).

A sample of water was obtained from each test site (where water was identified) and was tested for:

· Temperature;· Electrical Conductivity;· Chlorine;· Fluoride.

Chloride testing was undertaken by Gladstone Regional Council and samples obtained for Fluoride testingwere sent to ALS in Brisbane. The results are displayed in Table 2 below.

Table 2: Summary of Water Testing

Location TempC˚

ElectricalConductivity

(ms/cm)

Chlorine(Cl)

Fluoride(Fl)

TS1 23.4 3.79 0.16 0.5TS2 23.6 4.18 0.15 0.5TS3 23.5 4.20 0.00 0.4

GW1 23.5 4.24 0.00 NT

NOTES:

§ EC = Electrical Conductivity§ Cl = Chlorine§ Fl = Fluoride§ NT = Not Tested

3.3 Laboratory Results

3.3.1 Geotechnical Investigation

Selected samples recovered from the test sites were tested to determine the following;

· Particle Size Distribution;

· Atterberg Limits;

· Shrink/Swell.

The following tables detail the samples tested and results obtained. All NATA Accredited laboratory testresults are in Appendix C.

Table 3: Particle Size, Atterberg Limit Test Results

SampleLocation

SampleDepth (m)

LiquidLimit %

LinearShrinkage

%

PlasticityIndex

%

% Passing As Sieve (mm)

2.36 0.425 0.075

BH1 0.6-0.8 86 21.0 59 86 63 59BH2 1.0-1.2 83 19.5 55 90 71 66BH6 0.8-1.0 86 20.5 59 97 78 73

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Table 4: Summary of Shrink/Swell Index Test Results

Sample Location Sample Depth (m) Shrink/Swell Index(%)

BH2 1.2 2.2BH3 1.2 2.9BH6 1.0 3.9

Table 5: Summary of Moisture Content Test Results

Sample Location Sample Depth (m) Moisture Content(%)

BH1 0.6 23.3BH2 1.2 21.6BH2 1.2 26.1BH3 1.2 25.2BH6 1.0 28.9BH6 1.0 27.6

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4 GEOTECHNICAL ASSESSMENT

4.1 Earthworks

4.1.1 Site Preparation

All site preparation work should be carried out in accordance with AS3798-2007 ‘Guidelines on Earthworksfor Commercial and Residential Developments’.

Where encountered, all soil containing grass and root material should be stripped from the building sites andaccess areas prior to construction. This material is not considered suitable for use as structural fill but maybe stockpiled for possible future landscaping purposes, if required. Stripping depths will generally be in theorder of around 0.1m. However, isolated areas may require a deeper stripping depth. As the works arepredominantly above the existing courts, no major stripping works are anticipated.

Where any existing fill is encountered, it is expected that this fill was not placed in accordance withrecognised standards and as such must be deemed to ‘uncontrolled’.

Prior to the placement of any structural fill the site should be proof rolled using a minimum 10 tonne roller (orsimilar). Should isolated soft/loose areas be encountered during this process, this material should beremoved and replaced with select fill. It is likely that where soft silty clays encountered, the removal of thesematerials will alleviate potential handling, settlement or creep issues during and after construction.

Depressions formed by the removal of vegetation, existing structures, etc should have all disturbed soilcleaned out and be backfilled with compacted select fill material.

Cardno Construction Sciences Pty Ltd should be engaged to confirm the suitability of the stripping depth andconfirm the adequacy of the newly exposed soil for fill placement.

4.1.2 Structural Fill Placement

With the exception of any topsoil stratum, most materials encountered during the investigation areconsidered acceptable for use as structural fill provided that any pre-treatment (moisture conditioning,removal of oversize), is carried out prior to fill placement. It must be stressed that the natural silty clays arehighly reactive and would be considered as poor quality fill material.

To minimise the potential for post compaction volume change due to moisture content variations, any fillcontaining cohesive strata should be placed in loose layers not greater than 200mm thick at a moisturecontent in the range -2% to +3% of the standard optimum moisture content, and be compacted to a minimumdry density ratio of 98% standard compaction as per AS1289 5.1.1.

Measures should be adopted to ensure that the clay fill material is not allowed to dry out prior to theplacement of succeeding layers of fill and final covering with building slabs and road pavements.

It is recommended that the placement of all structural fill be inspected, tested and certified by CardnoConstruction Sciences Pty Ltd to Level 1 requirements, during the earthworks operations to ensure that all fillis placed in a ‘controlled manner’, in accordance with AS3798-2007.

Where filling is to be carried out over sloping land (slope > 8H:1V), the surface of the natural material shouldbe benched so that the fill can be ‘keyed’ into the slope, allowing for a good bonding interface betweenstructural fill and the natural. The maximum height of the step must not exceed 0.5m, and the benching mustbe sloped to ensure free drainage.

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4.1.3 Excavatability

No problems should be encountered in excavating the near surface material on site. Most soils encounteredon site should be within the excavation limits of a small dozer (e.g. Cat D6 or similar) in bulk excavations ormedium size backhoe (e.g. Case 580 or similar) in trench excavations.

Groundwater was encountered during the investigation, and must be managed accordingly. Any inflowsduring or shortly after high rainfall wet season periods should be readily handled by pumping from sumpswithin the excavations. In the event that excavations experience groundwater inflow, they may be susceptibleto moisture softening and possible retrogressive collapse. Therefore, the duration that excavations are left toremain open should be minimised as far as practicable.

Short term temporary batter slopes of 1.5H: 1V (H = horizontal, V = vertical) are suggested during theconstruction phase for excavations having depths of less than 2m at the site. If a perched groundwater orsoft material is encountered the stable slope would be approximately half this value.

Care should also be taken to ensure that there is no surcharge from stockpiled materials and building orvehicular loads to at least the excavation depth beyond the crest of excavations.

4.1.4 Subgrade Strength Parameters

Based on the laboratory testing performed, the soaked CBR result of 5% indicated a medium strengthsubgrade. This should be taken into consideration during the slab design for the proposed development.

Effective erosion and sedimentation control measures should be installed maintained for the duration of theconstruction. Furthermore, adequate drainage of all working areas shall be maintained throughout theperiod of construction to ensure run-off of water without ponding except where ponding forms part of aplanned erosion and sedimentation control system.

To promote long term performance of the pavements, sub soil drainage and related features should also beconsidered to minimise moisture ingress and subsequent pavement failure.

4.2 Site Classification

The results of the investigation and testing indicated that, the estimated surface movement of the existingsoil profile due to seasonal variations in moisture content is of the order of 45-55mm on the basis ofshrink/swell potential. However, due to presence of uncontrolled fill, the site would be classified as Class ‘P’in accordance with AS2870-2011 ‘Residential Slabs and Footings’.

4.3 Groundwater and Sub-surface drainage

Groundwater was identified at three (3) test site locations. The standing water level was noted at between2.0 and 2.3m BGL. The remainder of the bore holes established in the investigation area indicated someseepage (wet soils) in the fill. Refer to the bore logs attached in Appendix C of this report.

Water samples were obtained from the three (3) boreholes containing standing water levels and the waterwell installed at GW1 location. Results of the water testing revealed variable levels of Chlorides. It isconsidered that the levels observed were associated with naturally occurring chlorides in the soils with themost turbid sample showed higher chloride readings and the samples that was relatively clear displayed nodetectable chlorides.

Fluoride levels identified in the samples appear to be consistent throughout the samples tested with resultsof 0.5mg/L. Gladstone Area Water Board (GAWB) has provided guidance on the fluoride dosing levels in themunicipal water supply. GAWB fluoride dosing levels into the town water supply do not exceed 0.7mg/L.Fluoride levels in seawater and some groundwater can be present up to 1.4mg/L.

12 of 41

Electrical Conductivity (EC) of water samples was also tested with readings between 3.8 and 4.2ms/cm.These readings indicate that the groundwater observed does not originate from seawater.

As a result of the fieldwork and testing undertaken, it would appear that the moisture has moved through thesoil profile in the interface between the natural soils and fill that was placed during the historical developmentof the site. The source of this water is not able to be determined, however it is noted that any leaksoriginating from services up-gradient of the affected area may be contributing to the sub-surface moisturethat was observed below the ground level.

The condition of the tennis court surface was poor, with large cracks observed that could be allowing theingress of moisture during periods of heavy rain.

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5 CONSTRUCTION INSPECTIONS

It is recommended that placement of all structural fill and footing excavations be inspected, tested andcertified as necessary by Cardno Construction Sciences Pty Ltd to ensure that the recommendations putforward in this report have been adhered to.

Should the subsurface conditions other than those identified in this report be encountered, CardnoConstruction Sciences Pty Ltd should be consulted immediately and appropriate modifications developedand implemented if necessary.

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6 CONCLUSIONS AND RECOMMENDATIONS

The following provides a summary of the conclusions and recommendations with regard to the geotechnicalinvestigation that was performed for the proposed upgrades to courts 5, 6 and 7. The preceding sections ofthis report should be consulted for the detailed conclusion and recommendations relating to each aspect ofthe investigation.

1. The subsurface conditions across the site generally consist of low to medium plasticity sandy clay ofvarying moisture condition and of firm to stiff consistency. Beneath the surface layers was highplasticity silty clay in a moist state and of stiff consistency and medium plasticity gravelly sandy/siltyclay in a moist state and of firm to stiff consistency. These strata overlaid low to medium plasticity,dry, clayey sandy gravel/sandy clayey gravel of dense consistency. ‘TC’ bit refusal was encounteredat each borehole at varying depths.

2. All site earthworks should be completed to comply with AS3798 –2007 “Guidelines on earthworks forcommercial and residential developments”.

3. Subgrade strength parameters are provided in Section 4.1.4.

4. Based on the soil profile encountered the estimated surface movement of the existing soil profile dueto seasonal variations in moisture content is of the order of 45-55mm on the basis of shrink/swellpotential. However, due to presence of uncontrolled fill, the site would be classified as Class ‘P’ inaccordance with AS2870-2011 ‘Residential Slabs and Footings’.

5. Prior to the completion of any construction works, sub-soil drainage should be improved/installed toreduce/prevent further moisture ingress to the affected tennis courts.

6. Water levels at GW1 should be monitored during construction and at regular intervals throughout theyear in order to determine the seasonal effect on water tables on the site.

7. Metering of town water facilities such as the swimming pool should be undertaken in order todetermine the annual water use at the facility and provide verification of the integrity of waterinfrastructure that has the potential to leak water into the sub soils.

The analysis and recommendations submitted are inferred based on the result of site investigations. Shoulda site condition encountered during construction vary from the inferred condition, it may be necessary to re-evaluate the recommendations of this report.

We trust that this information is helpful. Please contact our office with any queries or if further information isrequired.

Yours faithfully,

Nicholas Bloxsom Jonathon Pascoe

Geotechnical Engineer Environmental Scientist

For Cardno

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APPENDIX ASite Investigation Plan &

Aerial Photographs

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SITE LOCATION PLAN

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Watercourse pre 1973

18 of 41

SITE LOCATION

19 of 41

SITE LOCATION

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APPENDIX BBorehole Logs

with Explanatory Notes

21 of 41

Aug

er

9

10

4

3

4

5

6

6

5

6

5

5

5

6

7

7

7

6

PP=150kPa

PP=220kPa

SP

CH

CH

GC

GRAVELLY SAND (FILL) negligible to low plasticity, grey/brown, moist to wet,medium dense.

GRAVELLY SILTY CLAY (FILL) high plasticity, pale brown/yellow, moist, firm.

GRAVELLY SILTY CLAY high plasticity, pale yellow/brown, moist, firm.

CLAYEY SANDY GRAVEL low plasticity, pale brown, moist, dense.

Borehole Terminated at 3.0m

Met

hod

Wat

er

Additional Observations

Dynamic Cone PenetrometerSoundings

DCP

SamplesTests

Remarks

COMPLETED 2/10/15DATE STARTED 2/10/15

DRILLING CONTRACTOR Cardno Construction Sciences Pty Ltd

LOGGED BY J.Pascoe CHECKED BY N. Bloxsom

NOTES

HOLE LOCATION Refer to attached site plan in Appendix BEQUIPMENT Quickdrill

HOLE SIZE 100mm

R.L. SURFACE DATUM

SLOPE 90° BEARING ---

BOREHOLE NUMBER BH1PAGE 1 OF 1

CLIENT Gladstone Regional Council

PROJECT NUMBER CR2128E.P.81

PROJECT NAME Proposed Tennis Court Upgrade

PROJECT LOCATION 60 Tank Street Gladstone

BO

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TE

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PIT

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2128

E.P

.81

LOG

S.G

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224

LOG

S.G

PJ

16/

10/1

5

Cardno Construction Sciences Pty Ltd101 High StreetNorth Rockhampton QLD 4701Telephone: 4928 0044Fax: 4926 1286

Cla

ssifi

catio

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ymbo

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Gra

phic

Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Material Description

22 of 41

Aug

er

8

5

5

2

3

2

3

4

4

3

5

5

6

6

6

6

6

6

PP=200kPa

PP=180kPa

SP

CH

CH

GC


GRAVELLY SILTY CLAY (FILL) high plasticity, brown/pale brown, moist, firm.

GRAVELLY SILTY CLAY high plasticity, yellow/pale brown/grey, moist, firmto stiff.

CLAYEY SANDY GARVEL low plasticity, grey/brown, moist, medium dense.


Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM







BO

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HO

LE /

TE

ST

PIT

C

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2128

E.P

.81

LOG

S.G

PJ

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224

LOG

S.G

PJ

16/

10/1

5


Cla

ssifi

catio

nS

ymbo

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Gra

phic

Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


23 of 41

Aug

er

2

5

7

10

9

10

8

6

6

6

5

6

5

6

PP=120kPa

PP=230kPa

SP

CI

CH

GC


GRAVELLY SANDY CLAY (FILL) medium plasticity, brown/grey, moist, stiff.

GRAVELLY SILTY CLAY high plasticity, yellow/grey/pale brown, moist, firmto stiff.

SANDY CLAYEY GRAVEL low plasticity, pale brown/grey, moist, dense.


Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM







BO

RE

HO

LE /

TE

ST

PIT

C

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2128

E.P

.81

LOG

S.G

PJ

GT

224

LOG

S.G

PJ

16/

10/1

5


Cla

ssifi

catio

nS

ymbo

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Gra

phic

Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


24 of 41

Aug

er

8

5

3

3

3

2

4

4

3

4

5

5

7

7

6

7

6

7

SP

CI

CL

CH

SC

GRAVELLY SAND (FILL) negligible to low plasticity, brown, moist, mediumdense.

GRAVELLY SILTY CLAY (FILL) medium plasticity, brown/pale brown, moist,firm to stiff.

GRAVELLY SANDY CLAY low plasticity, brown, moist, firm.

GRAVELLY SILTY CLAY high plasticity, yellow/grey, moist, firm to stiff.

CLAYEY GRAVELLY SAND low plasticity, yellow/grey, moist, dense.


Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM







BO

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LE /

TE

ST

PIT

C

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2128

E.P

.81

LOG

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224

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Cla

ssifi

catio

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ymbo

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Gra

phic

Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


25 of 41

Aug

er

7

6

4

4

3

2

2

3

5

6

5

6

6

5

5

6

6

7

PP=110kPa

PP=180kPa

PP=260kPa

SP

CH

CL

CH

SC


GRAVELLY SILTY CLAY (FILL) high plasticity, brown/yellow, moist, firm.

SANDY GRAVELLY CLAY low plasticity, brown, moist, medium dense.


CLAYEY GRAVELLY SAND low plasticity, grey/yellow, moist, dense.


Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM







BO

RE

HO

LE /

TE

ST

PIT

C

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2128

E.P

.81

LOG

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224

LOG

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Cla

ssifi

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Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


26 of 41

Aug

er

6

8

3

3

2

3

4

4

5

5

6

5

6

7

6

6

7

7

DS & U50(1.0m)

PP=100kPa

PP=150kPa

PP=190kPa

PP=100kPa

SP

CI

CH

SC

GRAVELLY SAND (FILL) negligible to low plasticity, brown, moist to wet,medium dense.

GRAVELLY SILTY CLAY (FILL) medium plasticity, brown/yellow, moist, firm.


GRAVELLY CLAYEY SAND low plasticity, yellow/grey, moist, dense.


Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM







BO

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LE /

TE

ST

PIT

C

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2128

E.P

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LOG

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LOG

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Cla

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Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


27 of 41

Aug

er SP

CH

CI

CL

CH

CL

GRAVELLY SAND (FILL) negligible to low plasticity, brown, moist, mediumdense.

GRAVELLY SILTY CLAY (FILL) high plasticity, brown/yellow, moist, firm tostiff.

GRAVELLY SANDY CLAY (FILL) medium plasticity, black/brown, wet, firm.

SANDY GRAVELLY CLAY low plasticity, brown, moist to wet, firm to stiff.

GRAVELLY SILTY CLAY high plasticity, red/grey/yellow, moist, firm to stiff.

GRAVELLY SANDY CLAY low plasticity, yellow/grey, dry, very stiff.

Borehole Termiated at 4.0m

Met

hod

Wat

er



DCP

SamplesTests

Remarks




NOTES


HOLE SIZE 100mm

R.L. SURFACE DATUM


BOREHOLE NUMBER GW1PAGE 1 OF 1





BO

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HO

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TE

ST

PIT

C

RE

2128

E.P

.81

LOG

S.G

PJ

GT

224

LOG

S.G

PJ

16/

10/1

5


Cla

ssifi

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Gra

phic

Log

RL(m)

Depth(m)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0


28 of 41

NOTES, DESCRIPTION & CLASSIFICATION OF SOIL

The methods of description and classification of soils used in this report are generally based on Australian Standard AS1726-1993 Geotechnical Site Investigations. Soil description is based on an assessment of disturbed samples, as recovered from bores and excavations, or from undisturbed materials as seen in excavations and exposures or in undisturbed samples. Descriptions given on report sheets are an interpretation of the conditions encountered at the time of investigation. In the case of cone or piezocone penetrometer tests, actual soil samples are not recovered and soil description is inferred based on published correlations, past experience and comparison with bore and/or test pit data (if available). Soil classification is based on the particle size distribution of the soil and the plasticity of the portion of the material finer than 0.425mm. The description of particle size distribution and plasticity is based on the results of visual field estimation, laboratory testing or both. When assessed in the field, the properties of the soil are estimated; precise description will always require laboratory testing to define soil properties. Where soil can be clearly identified as FILL this will be noted as the main soil type followed by a description of the composition of the fill (e.g. FILL – yellow-brown, fine to coarse grained gravelly clay fill with concrete rubble). If the soil is assessed as possibly being fill this will be noted as an additional observation. Soils are generally described using the following sequence of terms. In certain instances, not all of the terms will be included in the soil description. MAIN SOIL TYPE (CLASSIFICATION GROUP SYMBOL) - strength/density, colour, structure/grain size, secondary and minor components, additional observations Information on the definition of descriptive and classification terms follows.

SOIL TYPE and CLASSIFICATION GROUP SYMBOLS

Major Divisions Particle Size Classification

Group Symbol Typical Names

COARSE GRAINED SOILS

(more than half of material is larger than 0.075 mm)

BOULDERS > 200mm COBBLES 63 – 200mm

GRAVELS (more than half of coarse fraction is

larger than 2.36mm)

Coarse: 20 – 63mm

Medium: 6 – 20mm Fine: 2.36 – 6mm

GW Well graded gravels, gravel-sand mixtures, little or no fines.

GP Poorly graded gravels and gravel-sand mixtures, little or no fines, uniform gravels.

GM Silty gravels, gravel-sand-silt mixtures.

GC Clayey gravels, gravel-sand-clay mixtures.

SANDS (more than half of coarse fraction is

smaller than 2.36mm)

Coarse: 0.6 – 2.36mm

Medium: 0.2 – 0.6mm

Fine: 0.075 – 0.2mm

SW Well graded sands, gravelly sands, little or no fines.

SP Poorly graded sands and gravelly sands; little or no fines, uniform sands.

SM Silty sands, sand-silt mixtures. SC Clayey sands, sand-clay mixtures.

FINE GRAINED SOILS

(more than half of material is smaller than 0.075 mm)

SILTS & CLAYS (liquid limit <50%)

ML Inorganic silts and very fine sands, silty/clayey fine sands or clayey silts with low plasticity.

CL and CI Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays.

OL Organic silts and organic silty clays of low plasticity.

SILTS & CLAYS (liquid limit >50%)

MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils.

CH Inorganic clays of high plasticity.

OH Organic clays of medium to high plasticity, organic silts.

HIGHLY ORGANIC SOILS

Pt Peat and other highly organic soils.

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NOTES, DESCRIPTION & CLASSIFICATION OF SOIL

PLASTICITY CHART FOR CLASSIFICATION OF FINE GRAINED SOILS

(Reference: Australian Standard AS1726-1993 Geotechnical site investigations)

DESCRIPTIVE TERMS FOR MATERIAL PROPORTIONS

Coarse Grained Soils Fine Grained Soils

% Fines Modifier % Coarse Modifier

< 5 Omit, or use ‘trace’ < 15 Omit, or use trace. 5 – 12 Describe as ‘with clay/silt’ as applicable. 15 – 30 Describe as ‘with sand/gravel’ as applicable. > 12 Prefix soil as ‘silty/clayey’ as applicable > 30 Prefix soil as ‘sandy/gravelly’ as applicable.

STRENGTH TERMS – COHESIVE SOILS

Strength Term Undrained Shear Strength Field Guide to Strength

Very soft < 12kPa Exudes between the fingers when squeezed in hand. Soft 12 – 25kPa Can be moulded by light finger pressure. Firm 25 – 50kPa Can be moulded by strong finger pressure. Stiff 50 – 100kPa Cannot be moulded by fingers, can be indented by thumb.

Very stiff 100 – 200kPa Can be indented by thumb nail. Hard > 200kPa Can be indented with difficulty by thumb nail.

DENSITY TERMS – NON COHESIVE SOILS

Density Term Density Index SPT “N” CPT Cone Resistance

Very loose < 15% 0 – 5 0 – 2MPa Loose 15 – 35% 5 – 10 2 – 5MPa

Medium dense 35 – 65% 10 – 30 5 – 15MPa Dense 65 – 85% 30 – 50 15 – 25MPa

Very dense > 85% > 50 > 25MPa

COLOUR The colour of a soil will generally be described in a ‘moist’ condition using simple colour terms (eg. black, grey, red, brown etc.) modified as necessary by “pale”, “dark”, “light” or “mottled”. Borderline colours will be described as a combination of colours (eg. grey-brown).

EXAMPLE

e.g. CLAYEY SAND (SC) – medium dense, grey-brown, fine to medium grained with silt. Indicates a medium dense, grey-brown, fine to medium grained clayey sand with silt.

30 of 41

NOTES, DESCRIPTION & CLASSIFICATION OF ROCK

The methods of description and classification of rock used in this report are generally based on Australian Standard AS1726-1993 Geotechnical Site Investigations. Rock description is based on an assessment of disturbed samples, as recovered from bores and excavations, or from undisturbed materials as seen in excavations and exposures, or in core samples. Descriptions given on report sheets are an interpretation of the conditions encountered at the time of investigation. Notes outlining the method and terminology adopted for the description of rock defects are given below, however, detailed information on defects can generally only be determined where rock core is taken, or excavations or exposures allow detailed observation and measurement. Rocks are generally described using the following sequence of terms. In certain instances not all of the terms will be included in the rock description. ROCK TYPE (WEATHERING SYMBOL), strength, colour, grain size, defect frequency Information on the definition of descriptive and classification terms follows.

ROCK TYPE In general, simple rock names are used rather than precise geological classifications. ROCK MATERIALS WEATHERING CLASSIFICATION

Term Weathering Symbol Definition

Residual soil RS Soil developed from extremely weathered rock; the mass structure and substance fabrics are no longer evident; there is a large change in volume but the soil has not been significantly transported.

Extremely weathered XW Rock is weathered to such an extent that it has ‘soil’ properties, ie. it either disintegrates or can be remoulded in water.

Distinctly weathered * DW

Rock strength usually changed by weathering. The rock may be highly discoloured, usually by ironstaining. Porosity may be increased by leaching, or may be decreased due to deposition of weathering products in pores.

Highly weathered HW

Rock substance affected by weathering to the extent that limonite staining or bleaching affects the whole of the rock substance and other signs of chemical or physical decomposition are evident. Porosity and strength may be increased or decreased compared to the fresh rock, usually as a result of iron leaching or deposition. The colour and strength of the original fresh rock substance is no longer recognisable.

Moderately weathered MW Rock substance affected by weathering to the extent that staining extends throughout the whole of the rock substance and the original colour of the fresh rock may be no longer recognisable.

Slightly weathered SW Rock is slightly discoloured but shows little or no change of strength from fresh rock. Fresh FR Rock shows no sign of decomposition or staining.

* Subdivision of this weathering grade into highly and moderately may be used where applicable. STRENGTH OF ROCK MATERIAL

Term Symbol Point Load Index Is (50) Field guide to strength Extremely low EL < 0.03MPa Easily remoulded by hand to a material with soil properties.

Very low VL 0.03 – 0.1MPa Material crumbles under firm blows with sharp end of pick; can be peeled with knife; too hard to cut a triaxial sample by hand. Pieces up to 30mm thick can be broken by finger pressure.

Low L 0.1 – 0.3MPa

Easily scored with a knife; indentations 1mm to 3mm show in the specimen with firm blows of the pick point; has dull sound under hammer. A piece of core 150mm long 50mm diameter may be broken by hand. Sharp edges of core may be friable and break during handling.

Medium M 0.3 – 1.0MPa Readily scored with a knife; a piece of core 150mm long by 50mm diameter can be broken by hand with difficulty.

High H 1.0 – 3.0MPa A piece of core 150mm long by 50mm diameter cannot be broken by hand but can be broken by a pick with a single firm blow; rock rings under hammer.

Very high VH 3.0 – 10.0MPa Hand specimen breaks with pick after more than one blow; rock rings under hammer.

Extremely high EH > 10MPa Specimen requires many blows with geological pick to break through intact material; rock rings under hammer.

Notes: 1. These terms refer to the strength of the rock material and not to the strength of the rock mass which may be considerably

weaker due to the effect of rock defects. 2. The field guide visual assessment for rock strength may be used for preliminary assessment or when point load testing is not

available. 3. Anisotropy of rock may affect the field assessment of strength.

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NOTES, DESCRIPTION & CLASSIFICATION OF ROCK COLOUR The colour of a rock will generally be described in a ‘moist’ condition using simple colour terms (eg. black, grey, red, brown, etc) modified as necessary by ‘pale’, ‘dark’, ‘light’ or ‘mottled’. Borderline colours will be described as a combination of colours (eg. grey-brown). GRAIN SIZE

Descriptive Term Particle Size Range Coarse grained 0.6 – 2.0mm Medium grained 0.2 – 0.6mm

Fine grained 0.06 – 0.2mm DEFECT FREQUENCY Where appropriate, a defect frequency may be recorded as part of the rock description and will be expressed as the number of natural (or interpreted natural) defects present in an equivalent one metre length of core. EXAMPLE e.g. SANDSTONE (XW) – low strength, pale brown, fine to coarse grained, 3 defects per metre. ROCK DEFECTS Defects are discontinuities in the rock mass and include joints, sheared zones, cleavages and bedding partings. The ability to observe and log defects will depend on the investigation methodology. Defects logged in core are described using the abbreviations noted in the following tables. The depth noted in the description is measured in metres from the ground surface, the defect angle is measured in degrees from horizontal, and the defect thickness is measured normal to the plane of the defect and is in millimetres (unless otherwise noted). Defects are generally described using the following sequence of terms: Depth, Defect Type, Defect Angle (dip), Surface Roughness, Infill, Thickness DEFECT TYPE B Bedding J Joint S Shear Zone C Crushed Zone SURFACE ROUGHNESS i. rough or irregular, stepped ii. smooth, stepped iii. slickensided, stepped iv. rough or irregular, undulating v. smooth, undulating vi. slickensided, undulating vii. rough or irregular, planar viii. smooth planar ix. slickensided, planar

INFILL Infill refers to secondary minerals or other materials formed on the surface of the defect and some common descriptions are given in the following table together with their abbreviations. Ls limonite staining Fe iron staining Cl clay Mn manganese staining Qtz quartz Ca calcite Clean no visible infill EXAMPLE 3.59m, J, 90, vii, Ls, 0.1mm Indicates a joint at 3.59m depth that is at 90° to horizontal (i.e. vertical), is rough or irregular and planar, limonite stained and 0.1mm thick.

32 of 41

APPENDIX CLaboratory Test Reports

Documents

GEOTECHNICAL INVESTIGATION REPORT - Gladstoneinfo.gladstonerc.qld.gov.au/meetings/20160301... · investigation will facilitate the design of a new concrete tennis court. The area