BROADSCALE SLOPE STABILITY AND GEOTECHNICAL … · Sunshine Coast ... 3.2 Laboratory Testing ... within the upper soil strata at test pits 2, 10 and 12. The pit logs in Annex A should

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Cardno Bowler Pty Ltd ABN 74 128 806 735

7/98 Anzac Avenue

Hillcrest QLD 4118

Australia

Phone: 61 7 3800 6446

Fax: 61 7 3800 0816

www.cardnobowler.com.au

[email protected]

Our Ref 10206dr.11

Contact DARREN ROKESKY

28 October 2011

Mr Michael Dargusch Baird & Hayes Surveyors and Town Planners PO Box 867 IPSWICH Q 4305 E: [email protected] Dear Michael BROADSCALE SLOPE STABILITY AND GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL SUBDIVISION 198 BANKS CREEK ROAD, FERNVALE Please find attached a copy of our geotechnical investigation report for the above project. If you have any queries with regards to this report, please contact the undersigned on 3800 6446. Yours faithfully

DARREN ROKESKY SENIOR GEOTECHNICAL ENGINEER for Cardno Bowler

Broadscale Slope Stability Assessment

Proposed Residential Subdivision

198 Banks Creek Road, Fernvale Job Number 10206dr.11

Prepared for Baird & Hayes Surveyors and Town Planners

Date of Report 28 October 2011

28 October 2011 Cardno Bowler Pty Ltd i

Proposed Residential Subdivision, 198 Banks Creek Road, Fernvale Prepared for Baird & Hayes Surveyors and Town Planners

ABN 74 128 806 735

7/98 Anzac Avenue Hillcrest

Queensland 4118 Australia

Telephone: 07 3800 6446

Facsimile: 07 3800 0816

International: +61 7 3800 6446

[email protected]


Document Control

Version Date Author Reviewer

1 28/10/2011 Darren Rokesky Gary Samuels

"© 2011 Cardno Bowler Pty Ltd All Rights Reserved. Copyright in the whole and every part of this document belongs to Cardno Bowler Pty Ltd and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person without the prior written consent of Cardno Bowler Pty Ltd.”

28 October 2011 Cardno Bowler Pty Ltd 1


Table of Contents 1 INTRODUCTION ............................................................................................................................. 3

2 SITE DESCRIPTION ....................................................................................................................... 4

3 INVESTIGATION WORK ................................................................................................................ 7

3.1 Fieldwork ................................................................................................................................. 7

3.2 Laboratory Testing .................................................................................................................. 7

4 SUBSURFACE CONDITIONS ........................................................................................................ 8

4.1 Subsurface Strata ................................................................................................................... 8

4.2 Laboratory Test Results .......................................................................................................... 9

5 GEOTECHNICAL ASSESSMENT ............................................................................................... 10

5.1 Earthworks ............................................................................................................................ 10

5.2 Building Footings ................................................................................................................... 11

5.2.1 Indicative Allowable Bearing Capacities ....................................................................... 11

5.2.2 Indicative Site Classifications ........................................................................................ 13

5.3 Slope Stability Assessment ................................................................................................... 13

6 CONSTRUCTION INSPECTIONS ................................................................................................ 16

7 CONCLUSIONS AND RECOMMENDATIONS ............................................................................ 17

List of Tables Table 1: Summary of Subsurface Strata ................................................................................................. 8

Table 2: Classification Test Results ........................................................................................................ 9

Table 3: Allowable Bearing Capacities ................................................................................................. 12

Table 4: Bearing Capacities for Bored Piles ......................................................................................... 13

Table 5: Indicative Building types by Lot number ................................................................................. 15

List of Figures Figure 1 Site Investigation Location Plan

Figure 2 Geological Map of Site

Figure 3 Landside Frequency Analysis Summary Sheet



Information Sheets General Notes

‘Guidelines for Hillside Constructions’ Australian Geomechanical Society Journal, Volume 37, No. 2, May 2002.

List of Annexes Annex A Fieldwork Results

Annex B Laboratory Test Results



1 INTRODUCTION

A broadscale slope stability assessment and geotechnical investigation was carried out for a proposed residential subdivision at 198 Banks Creek Road, Fernvale, as requested by Baird & Hayes Surveyors, on behalf of David and Leandra Toft.

We understand the proposed development consists of a 61 lot residential subdivision, which will be developed over 5 stages. The lots range in size between 2000m2 and 26145m2.

Details on the proposed earthwork levels, road levels, cut/fill batters, retaining structures and building locations were not known at the time of the preparation of this report and as such do not form part of this investigation.

The objective of the investigation as outlined in our proposal ref: E7422.11 dated 6 September 2011 was to determine whether the site is suitable and feasible for the proposed development in relation to long term stability.

Authorisation to proceed with the investigation was received by fax, Ref: E7422.11 dated 20 September 2011, from Mr David and Mrs Leandra Toft.

This report must be read in conjunction with our attached ‘General Notes’ and ‘Guidelines for Hillside Constructions, Australian Geomechanical Society Journal, Volume 37, No. 2, May 2002.



2 SITE DESCRIPTION

The subject site (part of Lot 198 on SP237279), at the time of investigation, was approximately rectangular in shape and about 20 hectares in size. Banks Creek Road was noted adjacent the northwest and southwest boundary lines and no structures were encountered on site. However, a small quarry was noticed at the centre of the site with a small dam located at the base of Lot 38. An existing bitumen road connected the front gate and the existing residential property, located on the adjoining Lot 2, RP19910 to the east.

The site was moderately to steeply sloping towards Banks Creek Road with overland flow areas noted to the southeast of the site. A ridge was located towards the centre of the block with the proposed lots 25 – 32, 37 and 38 sloping at greater than 25%.

The existing vegetation on site generally included well grassed land and moderately treed sloping land with heavily treed areas noted to the southeast and northwest corners of the site.

Photographs depicting typical site conditions at the time of the investigation are presented in Plates 1 to 5 following.

PLATE 1: TYPICAL LANDFORM AND VEGETATION NEAR NORTHEAST BOUNDARY



PLATE 2: EXCAVATED AREA ADJACENT NORTHEAST BOUNDARY (LOT 57)

PLATE 3: EXISTING QUARRY - CENTRE OF SITE



PLATE 4: EXISTING OVERLAND FLOW AT LOT 26

PLATE 5: TYPICAL TERRAIN AT LOT 38



3 INVESTIGATION WORK

3.1 Fieldwork

Fieldwork for the investigation was carried out on the 10 October 2011 and included the excavation of 12 excavator pits at the locations shown on the attached site plan, Figure 1. The material encountered at each location is described on pit log sheets included in Annex A.

Pocket Penetrometer (PP) tests were carried out on insitu soil profiles at selected test pits and these test results are included on the pit logs.

A structural mapping exercise ‘site walkover’ was also carried out by a Senior Geotechnical Engineer on the 10 October 2011.

Fieldwork was carried out in accordance with Australian Standard, AS1726-1993 ‘Site Investigation Code’ and the State Planning Policy 1/03 ‘Mitigating the Adverse Impacts of Flood, Bushfire and Landslide’.

3.2 Laboratory Testing

Samples of representative strata were recovered and returned to our NATA accredited soils laboratory. The following tests were carried out on selected samples;

Moisture Content Particle Size Distribution Atterberg Limits Linear Shrinkage

The laboratory test results are included in Annex B. Laboratory testing was carried out in accordance with Australian Standard AS1289 ‘Laboratory Testing For Engineering Purposes’.



4 SUBSURFACE CONDITIONS

4.1 Subsurface Strata

The investigation work indicated that slightly variable subsurface conditions existed at each test pit location.

The site was dominated by silty sand topsoil, typically to a depth of 0.2m. This in turn overlaid stiff, residual medium and high plasticity silty and sandy clay, which graded into weathered shale (Neranleigh-Fernvale Beds) increasing in strength with depth. Some Colluvium material was noted within the upper soil strata at test pits 2, 10 and 12.

The pit logs in Annex A should be referred to for the detailed description of material encountered at each investigation location. A summary is detailed in the table below.

Table 1: Summary of Subsurface Strata

Soil Descriptions/Depth (m) T/Pit No Silty

Sand (Topsoil)

Colluvium Clay Stiff or Better

XW Shale

DW Shale

TD

1 0.0-0.2 - 0.2-1.1 1.1-2.3 2.3-TD 2.6

2 0.0-0.2 0.6-0.9 0.2-0.6

0.9-1.8

1.8-2.2 2.2-TD 2.3

3 0.0-0.2 - 0.2-2.1 2.1-TD - 2.7

4 0.0-0.2 - 0.2-1.7 1.7-2.2 2.2-TD 2.7

5 0.0-0.2 - 0.2-1.4 1.4-1.9 1.9-TD 2.1

6 0.0-0.2 - 0.2-2.6 2.6-TD - 2.8

7 0.0-0.3 - 0.3-1.7 1.7-2.3 2.3-TD 2.4

8 0.0-0.1 - - 0.1-0.7 0.7-TD 0.9(c)

9 0.0-0.2 - - 0.2-0.6 0.6-TD 1.5(c)

10 0.0-0.2 0.8-1.3 0.2-0.8

1.3-2.0

- - 2.9

11 0.0-0.3 - 0.3-2.4 2.4-TD - 2.5

12 0.0-0.2 0.2-1.1 2.1-TD - - 2.5

NOTES:

a) All depths measured in metres below ground level at the time of the investigation. b) TD = Termination Depth. c) Excavator Test Pit Refusal.

No groundwater was encountered in any of the pits during the investigation. However, it is possible that seepage could occur along the soil/rock interface and granular layers during and after periods of wet weather.



4.2 Laboratory Test Results

A summary of laboratory test results are provided in the Table 2 below. Refer to Annex B for details on all laboratory test results.

Table 2: Classification Test Results

Particle Size Distribution, Atterberg Limits, Linear Shrinkage and Moisture Content

Pit No

Depth (m)

% Sand & Gravel

% Clay & Silt

Moisture Content

(%)

Liquid Limit (%)

Plasticity Index (%)

Linear Shrinkage

(%)

3 0.5-0.6 34.0 66.0 20.6 58.0 31.0 13.5

5 0.5-0.6 46.0 54.0 17.6 67.0 42.0 17.5

7 0.4-0.5 17.0 83.0 26.9 92.0 59.0 21.5

11 0.4-0.6 13.0 87.0 26.4 100.0 68.0 21.5



5 GEOTECHNICAL ASSESSMENT

5.1 Earthworks

Details on proposed earthwork levels were not known at the time of the preparation of this report.

Site Preparation

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

The site should be stripped of any topsoil from the cut and fill areas and road alignments, and stockpiled for later use, if required. A stripping depth in the order of 0.2m is indicated from the information gathered at the investigation locations. However, deeper stripping depths may be required in certain areas across the site.

Prior to the placement of any structural fill the site should be proof rolled using a minimum 10 tonne vibrating padfoot roller. Any loose/soft areas should be removed and recompacted or replaced using a compacted select fill. It is likely that where colluvium material was encountered, the removal of this material will reduce the potential for creep issues that may occur during and after construction.

Depressions formed by the removal of vegetation, should have all disturbed soil cleaned out and be backfilled with compacted select fill material. Cardno Bowler should be engaged to confirm the suitability of the stripping depth and confirm the adequacy of the newly exposed soil for fill placement.

Excavatability

Test pit refusal was reached at numerous test locations during the investigation. Soils above refusal depth should be able to be excavated using a small dozer (eg Cat D6 or similar) in bulk excavations and a medium size backhoe in trench excavations. Below test pit refusal depths, larger plant, including pneumatic/hydraulic equipment, may be required in order to achieve cut depths below those achieved during our investigation. Refer to the test pit logs in Annex A for details of the test locations and depths at which refusal was achieved.

Structural Fill

To minimise the potential for post compaction volume change due to moisture content variations, any structural clay bearing fill should be placed in loose layers not greater than 200mm thick at a moisture content in the range -2% to +3% of the standard optimum moisture content, and be compacted to a minimum dry density ratio of 95% standard compaction as per (AS1289 5.1.1/5.2.1). Clay bearing fill should be compacted using a minimum 10 tonne vibrating padfoot roller.

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

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



It is recommended that the placement of all structural fill be inspected and tested by Cardno Bowler to a level 1 requirement during the earthworks operations to ensure that all fill is placed in a ‘controlled manner’, in accordance with AS3798-2007 ‘Guidelines on Earthworks for Commercial and Residential Developments’.

Batter Slopes

For initial design purposes, previous experience has indicated that the following maximum unprotected batter slopes may be adopted for the cut and fill batters on the site.

Material Type Short Term Long Term

(Maximum) (Maximum)

Residual Clays (cut) 1V:1H 1V:2H

Fill Batters (1) 1V:2H 1V:2H

Weathered Rock 1V:1H *

Notes:

* Denotes requirement for detailed stability assessment.

(1) All fill batters should be overfilled, compacted and cut back at the maximum angles recommended above and with some form of erosion protection to minimise any potential unnecessary scour effects due to weathering.

The above batter angle recommendations should be considered ‘indicative’ only and may vary depending upon the materials encountered over a proposed building footprint, the properties of these materials and final building platform geometry.

5.2 Building Footings

5.2.1 Indicative Allowable Bearing Capacities

Depending on the nature of the proposed structures and the subsurface conditions encountered, at a given location, both high/deep level footings may be appropriate for the development.

High Level Footings

The following allowable bearing capacities, as shown in Table 3 below, may be used to assess the footing pressures that may be applied to the various strata by strip/pad footings without causing bearing capacity failure.



Table 3: Allowable Bearing Capacities

STRIP/PAD FOOTINGS

Material Type Allowable Base Bearing Capacity (kPa)

Colluvium/Sand/Fill NR

Residual Stiff Clay 100

Extremely Weathered Rock 600

DW Weathered Rock 1000

Note: NR – Not Recommended

It is suggested that all footing and slab loads for the proposed structures be supported on footings founded in similar competent natural strata around the entire perimeter of the buildings. This may be achieved by backhoe excavated pedestals/short bored piers or an over excavated trench founded into stiff natural competent strata.

Should building loads be such that high level footings are not appropriate, then deep level footings may be adopted.

Deep Level Footings

Alternative deep level footing types include bored piles and screw in steel piles.

Using the Australian Standard AS2159-2009 ‘Piling - Design and Installation’, the design of a bored pile foundation system may be based on the following formulae:

Ed Rd,g where Rd,g = g Rd,ug Rd,g = Design Geotechnical Strength Ed = design action effect (design load as the combination of factored loads which produce the most adverse effect on the pile). g = Geotechnical Reduction Factor Rd,ug = Design Ultimate Geotechnical Strength Rd,ug = fs As + fb Ab

fs = Ultimate skin friction pressure fb = Ultimate base bearing pressure Ab = Plan area of pile base As = Surface area of pile For piles founding into clay or weathered rock:

fs = S fb = S Nc where = Adhesion factor Nc = Bearing capacity factor which varies between 5 and 9 depending on the depth of the pile S = Undrained shear strength



The parameters shown in Table 4 may be used for footing design purposes. However, if bored piles are adopted, the base of the piles must be inspected during construction to ensure that material of adequate capacity supports each pile.

Table 4: Bearing Capacities for Bored Piles

Material Type Design Equivalent

Skin Friction

gfs

(kPa)

Design Equivalent

Base Bearing Capacity

gfb

(kPa)

Colluvium/Fill/Sand NR NR

Residual stiff Clay 6 180

XW Weathered Rock 30 800

DW Weathered Rock 35 1000

Notes:

a) NR = Not Recommended b) Ignore top 1.5m of profile in pile capacity calculations. c) The above values were compiled assuming that the pile depth will be at least 5 times that of its

pile diameter.

d) A geotechnical strength reduction factor (g) of 0.4 has been applied to the ultimate parameters in the calculation of the above design equivalent capacities.

5.2.2 Indicative Site Classifications

Based on the predominant soil types encountered for individual lots, and envisaged cut/fill operations, (which are yet to be confirmed), it is expected that the site classifications, in accordance with AS2870-2011 ‘Residential Slabs and Footings’ over the site area, are likely to vary between Class ‘S’ where weathered rock is at or near surface, to Class ‘E’ (extremely reactive at TP11) due to encountered deep levels of extremely reactive clays. Any filled sites deeper than 0.4m or areas where colluvium was encountered will be Class ‘P’ unless sites are engineered allowing for re-classification.

As a general approach, we recommend that all load bearing footings for a residence be supported on similar competent natural strata around the entire perimeter of the building. In areas of controlled fill or colluvium, this may involve the deepening of perimeter footings or the use of backhoe piers/short bored piles to support the perimeter footings and carry the footing loads to similar competent natural strata.

Proposed earthworks levels and building platform locations were not known at this time. However, it is recommended that cut/filling construction be restricted to the area on the blocks where natural slope angles are less than 14o (say 25%) and where residual soils/weathered rock existed. This cut and fill should be limited to heights not exceeding 1m without more detailed geotechnical investigation work. Where slopes exceed 14 (say 25%) it is recommended that no cut/fill be undertaken without detailed geotechnical assessment.

5.3 Slope Stability Assessment

Fieldwork for this component of the investigation was carried out by a Senior Geotechnical Engineer on 10 October 2011



The fieldwork exercise included a broadscale inspection, where possible, of the entire site to assess the following;

Determine slope angle Observe vegetation Note any evidence of tension cracking Note any evidence of seepage Note any evidence of soil creep Note any evidence of previous slips Geological features Subsurface conditions Drainage issues

No physical evidence of previous movement, seepage, soil creep etc was observed during the mapping exercise across the site in its current state. No physical evidence was noted across the site to indicate that the site had undergone any previous instability, except for minor Colluvium encountered in the upper strata of test pits 2, 10 and 12. However, it is understood that the adjoining lot had recently experienced minor instability due to the recent ‘January Floods’. Further minor surface flows (creep) were also noted to the east of the site and may be expected in areas near the overland flow area and where shallow soil was encountered on steep areas of the site.

From the Geological Survey of Queensland Map, Caboolture 1:100,000 series (1979), it is indicated that the bedrock on site may consist of Neranleigh-Fernvale Beds from the early Carboniferous Period (Palaeozoic Era) and included shale, mudstone, greywacke, chert and metavolcanics. Serpentinite was also expected on site from the late Permian period. Refer to Figure 2 for details of geology at the site. Figure 2 also showed a hatched line across the site, which may indicate a fault line. Further investigation of any fault lines should be carried out in a detailed investigation.

Slope angles varied from less than 6o (10%) to greater than 23o (36%) across the site and over possible individual building areas.

Aerial photographs of the site were reviewed using a stereoscope and included photography from 1955, 1965, 1978, 1982, 1991, 1997 and 2002. No predominant landslip areas were noted in the desktop study.

Where a proposed lot varies significantly in slope percentage, the final proposed building location will have a significant bearing on the most likely dwelling type. Should the building be constructed over an area which is less than 15% slope and residual soils or weathered rock are encountered, then a slab-on-ground may be considered. Where the slope exceeds 15%, or where Colluvium was encountered, pole type or split level homes should be considered. A combination slab-on-ground, split level, pole type dwelling may be considered where slope percentages vary across a proposed building platform and appropriate soils allow for this type of construction. All cuts associated with split level constructions should be restricted to heights not exceeding 1.0m unless site specific advice is given. Where slopes exceed 25%, pole type homes should be considered only. A final decision on the most appropriate building type will need to be made at the design stage of the proposed building. Refer Figure 1 for current slope angles at each lot. Table 5 below indicates the expected building type for each lot based on the existing slope profile.



Table 5: Indicative Building types by Lot number

Indicative Building Type

Slab on Ground Combined slab on ground, split level, pole home

Pole home

1, 2, 40-44, 54-56 3–24, 33-36, 39, 45-53, 59-61 25-32, 37, 38, 57, 58

The above should be considered ‘indicative’ only and subject to variation depending on the results of the site specific geotechnical investigation required to be carried out to finalise site classifications for footing design.

Where pole type dwellings are recommended, these dwellings should be of a lightweight, flexible construction using timber/steel, suspended timber floors and cladding. Also pole supports should be designed to resist any lateral loading due to creep within the soils.

Where pole type dwellings are recommended, this does not preclude the possibility of other dwelling types being constructed, but that other options may be considered, provided more detailed geotechnical works are carried out.

As final cut/fill levels were not known at the time of the preparation of this report, it is recommended that a detailed slope stability assessment, using cross sectional drawings, be carried out by Cardno Bowler once final lot levels are known in order to provide recommendations for slope stability.

The stability of an area under construction will largely be a function of adequate drainage control. Therefore, it is assumed that appropriate subsurface and surface drainage control measures will be designed and constructed in accordance with recognised building practices/standards to control all groundwater and surface runoff.

It is recommended that removal of vegetation (with the exception of topsoil stripping) be kept to a minimum and that any vegetation removal only be undertaken where it is necessary in order to construct building platforms.

Further to the above, a quantitative hazard rating has been assigned to the site. The results of this assessment indicated that potential residential lots has a stability hazard rating of low. For details of this analysis, refer to Figure 3.

The development of this site is not expected to adversely affect the current stability of adjoining properties provided the recommendations above are adhered to and adequate civil/hydraulic and structural issues are addressed.

As this investigation is ‘broadscale’ all findings should be considered preliminary only. It is recommended that proposed cut/fill levels for building pad construction be reviewed and analysed by Cardno Bowler prior to the commencement of any earthworks to confirm the theoretical stability factor of safety (FOS) against failure is >1.5. Further, during the construction phase of the project, Cardno Bowler should be engaged to inspect the cut/fill batters and certify that the required FOS can be achieved or whether remediation works are required.



6 CONSTRUCTION INSPECTIONS

It is recommended that placement of all structural fill and footing excavations be inspected, tested and certified where necessary, by Cardno Bowler Pty Ltd to ensure recommendations made in this report have been adhered to.

Should subsurface conditions other than those described in this report be encountered, Cardno Bowler Pty Ltd should be consulted immediately and appropriate modifications developed and implemented if necessary.



7 CONCLUSIONS AND RECOMMENDATIONS

The following is a summary of the conclusions and recommendations in regard to the geotechnical investigation for the proposed residential subdivision at 198 Banks Creek Road, Fernvale. However, the preceding sections of this report should be read for a full description of the conclusions and recommendations.

1. The subsurface conditions at the site generally consisted of silty sand topsoil overlaid by stiff residual medium and high plasticity silty and sandy clay, which graded into weathered shale, increasing in strength with depth.

2. The site preparation work should generally be carried out in accordance with AS3798-2007

‘Guidelines on Earthworks for Commercial and Residential Developments’. A stripping depth of 0.2m is expected across the site.

3. Based on the expected cut/fill operations (which were not confirmed at this time) the expected

site classification would range from Class ‘S’ to Class ‘E’ and Class ‘P’, subject to fill placement supervision. As a general recommendation, it is suggested that all load bearing footings should be supported in competent natural strata.

4. The recommended footing types would be dependent on cut/fill operations. Recommended bearing capacity parameters to allow the proportioning of footings, depending on the applied load, are included in Section 5.2.

5. Based on our quantitative hazard rating assessment, the site varies in likelihood of instability of

low risk. Refer to Figure 3 for the results of the quantitative assessment.

6. Based on the background search, aerial photographic interpretation, fieldwork results and the site ‘walkover’, no evidence of previous instability was noted, apart for minor Colluvium encountered at some test pits, which can be addressed during the construction stages. This site may be considered stable in its current state. It is recommended that Cardno Bowler review all proposed cut/fill levels, once finalised, to ensure a theoretical FOS of >1.5 can be achieved. During construction Cardno Bowler should be engaged to carry out site inspections to certify that all cut/fill batters will achieve the theoretical FOS as required.

7. Effective subsurface and surface drainage will be critical in the maintenance of stability on the site.

Yours faithfully

DARREN ROKESKY GARY SAMUELS SENIOR GEOTECHNICAL ENGINEER PRINCIPAL

198 BANKS CREEK ROAD, FERNVALE

PROPOSED RESIDENTIAL SUBDIVISION

SLOPE STABILITY ASSESSMENT

FIGURE 1

JOB NO.:

10206DR.11 E-mail: [email protected]

7/98 Anzac Avenue HILLCREST QLD 4118 Telephone Facsimile 3800 6446 3800 0816

Queensland Hillcrest Cairns Townsville Mackay Moranbah Rockhampton Gladstone Sunshine Coast Geebung Ipswich Gold Coast New South Wales Sydney Coffs Harbour Newcastle Victoria Bendigo Dandenong Tullamarine Geelong

TP1

TP2

TP3

TP4

TP5

TP6

TP7

TP8

TP9

TP10TP11

TP12

Quarry

Quarry

Dam

198 BANKS CREEK ROAD, FERNVALE


SLOPE STABILITY ASSESSMENT

FIGURE 2

JOB NO.:

10206DR.11 E-mail: [email protected]


Queensland Hillcrest Cairns Townsville Mackay Moranbah Rockhampton Gladstone Sunshine Coast Geebung Ipswich Gold Coast New South Wales Sydney Coffs Harbour Newcastle Victoria Bendigo Dandenong Tullamarine Geelong

SITE

198 BANKS CREEK RD, FERNVALE


RELATIVE FREQUENCY RATING

FIGURE 3

JOB NO.:

10206DR

E-mail: [email protected]


Also at Gold Coast, Ipswich, Geebung, Sunshine Coast, Bundaberg, Rockhampton, Mackay, Moranbah, Townsville, Cairns, Sydney, Melbourne, Geelong and Bendigo (Vic). Associated Offices in Perth, Vietnam and Papua New Guinea.

Y

X

X

Y

X/Y

X

Y

X/Y

X/Y

X/Y

X Y 0.5 0.7 1.0 1.5 1.5 0.7 0.5 0.28

0.8 0.9 1.0 1.5 1.5 0.7 0.5 0.56

Queensland ● Hillcrest ● Cairns ● Townsville ● Mackay ● Moranbah ● Rockhampton ● Gladstone ● Sunshine Coast ● Geebung ● Ipswich ● Gold Coast New South Wales ● Sydney ● Newcastle ● Coffs Harbour Victoria ● Bendigo ● Dandenong ● Tullamarine ● Geelong

Cardno Bowler Pty Ltd ABN 74 128 806 735

7/98 Anzac Avenue

Hillcrest QLD 4118

Australia

Phone: 61 7 3800 6446

Fax: 61 7 3800 0816


[email protected]

GENERAL NOTES

April 2005 GENERAL This report comprises the results of an investigation carried out for a specific purpose and client as defined in the introduction section(s) of the document. The report should not be used by other parties or for other purposes as it may not contain adequate or appropriate information. TEST HOLE LOGGING The information on the Test Hole Logs (Boreholes, Backhoe Pits, Exposures etc.) has been based on a visual and tactile assessment except at the discrete locations where test information is available (field and/or laboratory results). Reference should be made to our standard sheets for the definition of our logging procedures (Soil and Rock Descriptions). GROUNDWATER Unless otherwise indicated the water levels given on the test hole logs are the levels of free water or seepage in the test hole recorded at the given time of measuring. The actual groundwater level may differ from this recorded level depending on material permeabilities. Further variations of this level could occur with time due to such effects as seasonal and tidal fluctuations or construction activities. Final confirmation of levels can only be made by appropriate instrumentation techniques and programmes. INTERPRETATION OF RESULTS The discussion and recommendations contained within this report are normally based on a site evaluation from discrete test hole data. Generalised or idealised subsurface conditions (including any cross-sections contained in the report) have been assumed or prepared by interpolation/extrapolation of these data. As such these conditions are an interpretation and must be considered as a guide only. CHANGE IN CONDITIONS Local variations or anomalies in the generalised ground conditions used for this report can occur, particularly between discrete test hole locations. Furthermore, certain design or construction procedures may have been assumed in assessing the soil structure interaction behaviour of the site. Any change in design, in construction methods, or in ground conditions as noted during construction, from those assumed in this report should be referred to this firm for appropriate assessment and comment. FOUNDATION DEPTH Where referred to in the report, the recommended depth of any foundation (piles, caissons, footings, etc.) is an engineering estimate of the depth to which they should be constructed. The estimate is influenced and perhaps limited by the fieldwork method and testing carried out in connection with the site investigation, and other pertinent information as has been made available. The depth remains, however, an estimate and therefore liable to variation. Footing drawings, designs and specifications based upon this report should provide for variations in the final depth depending upon the ground conditions at each point of support. REPRODUCTION OF REPORTS Where it is desired to reproduce the information contained in this report for the inclusion in the contract documents or engineering specification of the subject development, such reproduction should include at least all the relevant test hole and test data, together with the appropriate standard description sheets and remarks made in the written report of a factual or descriptive nature. This report is the subject of copyright and shall not be reproduced either totally or in part without the express permission of this firm.

Annex A

Fieldwork Results

SOIL DESCRIPTION This procedure involves the description of a soil in terms of its visual and tactile properties, and relates to both laboratory samples and field exposures as applicable. A detailed soil profile description, in association with local geology and experience, will facilitate the initial (and often complete) site assessment for engineering purposes. The method involves an evaluation of each of the items listed below and is in general agreement with the Site Investigation Code AS1726-1993. SOIL TYPE The soil is described on the basis of the grain size composition of the constituent particles, and the plasticity of the fraction of material passing the 425μm sieve. Furthermore, as most natural soils are part combinations of various constituents, the primary soil is described and modified by minor components. In brief, the system is as follows;

SILT OR CLAY AS MINOR COMPONENT GRAVEL OR SAND AS MINOR COMPONENT

% Fines Modifier % Coarse Modifier

≤5 >5 ≤12

>12

omit, or use "trace" describe as "with clay/silt" as applicable prefix soil as "silty/clayey" as applicable

≤15 >15 ≤30

>30

omit, or use "trace" describe as "with sand/gravel" as applicable prefix soil as "sandy/gravelly' as applicable

Note: For soils containing both sand and gravel the minor coarse fraction is omitted if less than 15%, or described as "with sand/gravel" as applicable when

greater than 15%. The appropriate classification group symbol for soil classification is also given before the soil type description in accordance with AS1726-1993, Table A1. For granular soils, an assessment of grading (well, uniform, gap or poor), particle size (fine, medium etc), angularity, shape and particle composition may also be given. COLOUR Colour is important for correlation of data between test holes and for subsequent excavation operations. The prominent colour is noted, followed by (spotted, mottled, streaked etc.) secondary colours as applicable. Colour should be described in the "moist" condition, though both wet and dry colours may also be appropriate. MOISTURE The moisture condition of the soil is described by the appearance and feel of the soil using one of the following terms: Dry cohesive soils - hard, friable or powdery; granular soils - cohesionless, free funning. Moist soil cool, darkened colour: cohesive soils - can be moulded; granular soils - tend to cohere. Wet soil cool, darkened colour: cohesive soils - usually weakened, free water on hands when handling; granular soils - tend to cohere. In addition, the presence of any seepage or free water is noted on all test hole logs. CONSISTENCY/RELATIVE DENSITY Granular soils are generally described in terms of relative density (density index) as listed in Table A5 AS1726. These soils are inherently difficult to assess and normally a penetration test procedure (SPT, DCP or CPT) is used in conjunction with published correlation tables. Alternatively, insitu density tests can be conducted in association with minimum and maximum densities performed in the laboratory. Cohesive soils can be assessed by direct measurement (shear vane), or estimated approximately by tactile means and/or the aid of a geological pick as given on the following table. It is emphasised that a "design shear strength" must take cognisance of the insitu moisture content and the possible variations of moisture with time.

Term Tactile Properties Undrained Shear Strength (kPa)

Very Soft Soft Firm Stiff Very Stiff Hard

Exudes between the fingers when squeezed in the hand. Easily penetrated by thumb about 30-40mm. Pick head can be pushed in up to shaft. Moulded by light finger pressure. Penetrated by thumb 20-30mm with moderate effort. Sharp end of pick pushed in some 30-40m. Moulded by strong finger pressure. Indented by thumb about 4mm with moderate effort. Pick pushed in up to 10mm. Cannot be moulded in fingers. Readily indented by thumb nail. Slight indentation produced by pushing pick into soil. Difficult to indent with thumb nail. Requires power tools for excavation.

≤12 >12 ≤25

>25 ≤50

>50 ≤100

>100 ≤200

>200

STRUCTURE/OTHER FEATURES The structure of the soil may be described with reference to: zoning, where soils consist of separate zones differing in colour, grain size or other properties; defects, including fissures, cracks, root-holes and the like; cementing, with the strength (weakly to strongly), and nature of the cementing agent; additional observations including geological origin, odour and the like. In addition, the presence of other features (ferricrete nodules, organic inclusions) should also be noted as applicable.

September, 2001

SM

CH

XW

0.50 mPP=250kPa

SILTY SAND, fine to medium grained, pale brown/grey, trace low plasticity clay, dry, TOPSOIL

SANDY CLAY, high plasticity, brown/orange mottled grey, fine to coarse grained sand, dry, stiff,NATURAL

SHALE, fine to medium grained, pale grey/brown, mottled orange, extremely low strength, extremeleyweathered (Neranleigh-Fernvale Beds)

Becoming DW

Slope Angle 15ºTEST PIT TERMINATED AT 2.60 m

Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC

PSample orField Test

Aug

er 'V

' Bit

Aug

er 'T

C' B

it

See Standard Sheets for details ofabbreviations & basis of

descriptions

Cardno Bowler7/98 Anzac AveHILLCREST QLD 4118PH: (07) 3800 6446FAX: (07) 3800 0816

Date Logged: 10/10/11

Hole No: TP1Sheet: 1 of 1

Date Completed: 10/10/11Date Started : 10/10/11

Operator:

Job No: 10206

Excavation Method:

Logged By: DJR

Machine Type: EXCAVATOR

Surface Elevation:

Client: BAIRD AND HAYES SURVEYORSProject: PROPOSED RESIDENTIAL SUBDIVISIONLocation: 198 BANKS CREEK ROAD, FERNVALE

TEST PIT LOG SHEET

Excavation Dimensions:

Angle from Horizontal: 90°Position: REFER TO SITE SKETCH

Contractor: LOWOOD BACKHOE HIRE

(SYMBOL, SOIL NAME, plasticity/particlecharacteristics, colour, minor components,moisture, consistency, structure, ORIGIN)

Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CH

CI-CH

CH

CH

XW

D 0.40 - 0.50 mPP=250kPa

D 1.30 - 1.40 mPP=300kPa

SILTY SAND, fine to medium gravel, brown, trace of fine gravel, moist, loose, TOPSOIL

SANDY CLAY, high plasticity, red, fine to medium grained sand, trace of fine gravel, dry, stiff to verystiff, NATURAL

GRAVELLY CLAY, medium to high plasticity, red/brown, fine to coarse gravel, trace of fine to coarsegrained sand, dry, COLLUVIUM

SANDY SILTY CLAY, high plasticity, red/brown, fine to coarse grained sand, dry, very stiff, NATURAL

SILTY CLAY WITH SAND, high plasticity, pale grey mottled, fine to coarse grained sand, moist, stiff,NATURAL

SHALE, fine to medium grained, red/brown, extremely low strength, extremely weathered.Becoming distinctly weathered, very low strength


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CH

XW

D 0.50 - 0.60 mPP=200kPa

0.70 mPP=300kPa

SILTY SAND, fine to medium grained, dark brown, trace of fine gravel, moist, loose, TOPSOIL

SANDY CLAY, high plasticity, red, fine to medium grained sand and trace of fine to medium gravel,moist, stiff, NATURAL

SHALE, fine to medium grained, very dark grey mottled black, extremely low strength, extremelyweathered


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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11/2

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08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CH

CH

XW

0.60 mPP=200kPa

SILTY SAND, fine to medium grained, brown/grey, trace of gravel, moist, loose, TOPSOIL

GRAVELLY CLAY, high plasticity, pale red/brown mottled grey, fine to coarse grained gravel, trace fineto coarse grained sand, moist, stiff, NATURAL

SANDY CLAY WITH GRAVEL, high plasticity, pale grey/red, fine to coarse grained sand, fine tomedium gravel, moist, tending to weathered rock, NATURAL

SHALE, fine to medium grained, pale brown/grey, extremely low strength, extremely weathered

Becoming distinctly weathered

Slope angle 12ºTEST PIT TERMINATED AT 2.70 m

Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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11/2

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08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CH

XW

D 0.45 - 0.55 m


SANDY GRAVELLY CLAY, high plasticity, red mottled brown, fine to medium grained sand and gravel,moist, stiff, NATURAL

SHALE, fine to medium grained, dark grey/brown mottled grey, extremely low strength, extremelyweathered

Becoming distinctly weathered, very low strength


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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02/

11/2

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08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CI-CH

XW

0.60 mPP-200kPa


SILTY CLAY WITH GRAVEL, medium to high plasticity, red mottled brown, fine to medium grainedgravel, moist, stiff, NATURAL

SHALE, fine to medium grained, brown mottled red/grey, extremely low strength, extremely weathered,with minor clay inclusions


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CH

CH

XW

D 0.40 - 0.50 m

0.60 mPP-200kPa


CLAY WITH SAND, high plasticity, dark brown/red, fine to medium grained sand, trace fine to mediumgrained gravel, moist, stiff, NATURAL

GRAVELLY CLAY, high plasticity, maroon, fine to coarse grained gravel, with fine to medium grainedsand, moist, stiff, NATURAL

SHALE, fine to medium grained, brown mottled red/grey, extremely low strength, extremely weathered,with minor clay inclusions

Becoming DW


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

XW-GM

DW


SHALE EXCAVATED AS SILTY GRAVEL, fine to coarse grained, orange/brown, trace fine to mediumgrained sand, dry, NATURAL

SHALE, fine to medium grained, grey/brown/orange, very low strength, distinctly weathered

Slope angle 9ºREFUSALTEST PIT TERMINATED AT 0.90 m

Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

XW

DW


SHALE, fine to medium grained, very pale brown/orange, extremely low strength, extremely weathered(Neranleigh-Fernvale Beds)

SHALE, fine to medium grained, very pale brown/orange, very low strength, distinctly weathered(Neranleigh-Fernvale Beds)

TEST PIT REFUSALSlope angle 23ºTEST PIT TERMINATED AT 1.50 m

Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

CI-CH

CI-CH

CH

CH


SILTY SANDY CLAY, medium to high plasticity, red mottled brown, fine to medium grained, dry tomoist, stiff, NATURAL

GRAVELLY CLAY, medium to high plasticity, brown mottled red/orange, fine to coarse grained gravel,with fine to coarse grained sand, moist, stiff, COLLUVIUM?

SANDY GRAVELLY CLAY, high plasticity, brown mottled orange, fine to medium grained sand andgravel, moist, stiff, NATURAL

SILTY CLAY, high plasticity, brown/orange, trace of fine to medium grained sand, moist, stiff, NATURAL


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM-GM

CH

XW

D 0.40 - 0.60 m

SILTY SAND WITH GRAVEL, fine to coarse grained, dark brown/grey, fine to medium grained gravel,dry to moist, TOPSOIL

SILTY CLAY, high plasticity, brown/orange, trace fine to medium grained sand, moist, stiff, NATURAL

SHALE, fine to medium grained, very pale orange/brown/grey, extremely low strength, extremelyweathered


Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

Dra

win

gFile

>>

02/

11/2

011

08:5

5

0.5

1.0

1.5

2.0

2.5

SM

GM-GC

CH

CI-CH


SILTY CLAYEY GRAVEL, fine to coarse grained, brown/orange, low to medium plasticity clay, dry tomoist, medium dense, NATURAL

SILTY SANDY CLAY, high plasticity, brown/orange mottled grey, fine to medium grained sand, moist,stiff, NATURAL

SANDY CLAY, medium to high plasticity, grey, fine to coarse grained sand, moist, very stiff to hard,NATURAL. Tending to weathered rock

TEST PIT TERMINATED AT 2.50 m

Dep

th (

m)

Was

hbor

e

Drilling

Cor

ing

Rec

ove

red

Gra

phic

Log

RL

(m A

HD

)

Gro

undw

ater

(m

)

US

CS

Sym

bol

Cas

ing

DC


Aug

er 'V

' Bit

Aug

er 'T

C' B

it


descriptions





Operator:

Job No: 10206

Excavation Method:

Logged By: DJR


Surface Elevation:


TEST PIT LOG SHEET





Description

BG

LIB

05.

GLB

Log

BG

SO

IL L

OG

102

06-L

OG

S.G

PJ

<<

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5

0.5

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2.5

Annex B

Laboratory Test Results

LABORATORY TESTING

GENERAL Samples extracted during the fieldwork stage of a site investigation may be "disturbed" or "undisturbed" (as generally indicated on the test hole logs) depending upon the nature and purpose of the sample as well as the method of extraction. Nominally "undisturbed" samples may suffer a varying degree of disturbance during extraction, transportation, extrusion and testing. This aspect should be taken into account when assessing test results which must of necessity reflect the effects of such disturbance. All soil properties (as measured by laboratory testing) exhibit inherent variability and thus a certain statistical number of tests is required in order to predict an average property with any degree of confidence. The site variability of soil strata, future changes in moisture and other conditions, and the discrete sampling positions must also be considered when assessing the representative nature of the laboratory programme. Certain laboratory test results provide interpreted soil properties as derived by conventional mathematical procedures. The applicability of such properties to engineering design must be assessed with due regard to the site, sample condition, procedure and project in hand. TESTING Laboratory testing is normally carried out in accordance with Australian Standard 1289 as amended, or Queensland Transport Standards when specified. The routine Australian Standard tests are as follows: Sample Preparation Test 1 Moisture Content Test 2.1.1 Liquid Limit Test 3.1.1) Plastic Limit Test 3.2.1) collectively known as Atterberg Limits Plasticity Index Test 3.3.1) Linear Shrinkage Test 3.4.1 Particle Density Test 3.5.1 Particle Size Distribution Tests 3.6.1, 3.6.2, 3.6.3 Emerson Class Number Test 3.8.1) Percent Dispersion Test 3.8.2) collectively, Dispersion Classification Pinhole Dispersion Classification Test 3.8.3) Organic Matter Test 4.1.1 Sulphate content Test 4.2.1 pH Value Test 4.3.1 Resistivity Test 4.4.1 Standard Compaction Test 5.1.1 Modified Compaction Test 5.2.1 Dry Density Ratio Test 5.4.1 Minimum/Maximum Density Test 5.5.1 Density Index Test 5.6.1 California Bearing Ratio Tests 6.1.1, 6.1.2 Undrained Triaxial Shear Test 6.4.1 One Dimensional Consolidation Test 6.6.1 Constant Head Permeability Test F7.1 Shrink Swell Index Test 7.1.1 Where tests are used which are not covered by appropriate standard procedures, details are given in the report. LABORATORY Our laboratory is a Registered Laboratory with the National Association of Testing Authorities (NATA).

September, 2001

CLIENT: BAIRD & HAYES CONSULTING SURVEYORS JOB No.: 10206

ADDRESS: PO BOX 867 IPSWICH, QLD 4305 REPORT No: 1

DATE ISSUED: 25.10.11

PROJECT: 198 BANKS CK RD FERNVALE

TEST LOCATION: TP 3 LEVEL (m): 0.5m TO 0.6m

SAMPLE No: 154283 DATE RECEIVED: 14.10.11

TESTED BY: KT DATE TESTED: 20.10.11

CHECKED BY: JM DATE CHECKED: 25.10.11

PLASTICITY & LINEAR SHRINKAGE

RESULTS

LIQUID LIMIT: 58 % SAMPLE HISTORY:

PLASTIC LIMIT: 27 % PREPERATION METHOD:

PLASTICITY INDEX: 31 % LENGTH OF MOULD:

LINEAR SHRINKAGE: 13.5 % CRACKING OR CRUMBLING:

FIELD MOISTURE: 20.6 %

PARTICLE SIZE DISTRIBUTION

SIEVE SIZE % PASSING

(mm) (by mass)

75.00 100

37.5 100

19.00 100

13.20 100

9.50 100

6.70 100

4.750 96

2.360 93

0.425 78

0.075 66

FORM: 265 REV: 0 14/09/2010

Associated Offices in Melbourne, Adelaide, Perth, Vietnam & Papua New Guinea.

SOIL CLASSIFICATION REPORT SHEETTEST PROCEDURES:AS1289 1.2.1,2.1.1,3.1.2,3.2.1,3.3.1,3.4.1,3.6.1

Also at Gold Coast, Geebung, Sunshine Coast, Rockhampton, Mackay, Townsville, Cairns, Mt Isa, Sydney, Bendigo (VIC)

OVEN DRIED

DRY SIEVED

150mm

NIL

AUSTRALIAN STANDARD SIEVE APERTURES (mm)

19

.0

13

.2

9.5

0

6.7

0

4.7

5

2.3

6

1.1

8

0.6

00

0.4

25

0.3

00

0.1

50

0.0

75

37

.5

75

.0

53

.0

0

10

20

30

40

50

60

70

80

90

100

% P

assin

g

COBBLES

Geotechnical Engineering Consultants

Soils Laboratory Services

Environmental Consultants

ABN 74 128 806 735

Address:

Hillcrest Qld 4118

7/98 Anzac Avenue

Telephone:

Laboratory: (07) 3800 3832Office/Eng: (07) 3800 6446

Facsimile:

(07) 3800 7928 (07) 3800 0816

Email: [email protected]: www.cardno.com.au

FINE MEDIUMMEDIUM COARSE

SAND FRACTION

FINESILT & CLAY

GRAVEL FRACTION

COARSE

NATA Accredited Laboratory

Number: 1986

This document is issued in accordance with

NATA accreditation requirements.

Accredited for compliance with ISO/IEC 17025










RESULTS








(mm) (by mass)

75.00 100

37.5 100

19.00 100

13.20 100

9.50 100

6.70 100

4.750 87

2.360 79

0.425 61

0.075 54

FORM: 265 REV: 0 14/09/2010




OVEN DRIED

DRY SIEVED

150mm

NIL


19

.0

13

.2

9.5

0

6.7

0

4.7

5

2.3

6

1.1

8

0.6

00

0.4

25

0.3

00

0.1

50

0.0

75

37

.5

75

.0

53

.0

0

10

20

30

40

50

60

70

80

90

100

% P

assin

g

COBBLES




ABN 74 128 806 735

Address:

Hillcrest Qld 4118

7/98 Anzac Avenue

Telephone:


Facsimile:

(07) 3800 7928 (07) 3800 0816



SAND FRACTION

FINESILT & CLAY

GRAVEL FRACTION

COARSE


Number: 1986








TEST LOCATION: TP 7 LEVEL (m): 0.4m





RESULTS








(mm) (by mass)

75.00 100

37.5 100

19.00 100

13.20 100

9.50 100

6.70 100

4.750 100

2.360 99

0.425 89

0.075 83

FORM: 265 REV: 0 14/09/2010




OVEN DRIED

DRY SIEVED

150mm

NIL


19

.0

13

.2

9.5

0

6.7

0

4.7

5

2.3

6

1.1

8

0.6

00

0.4

25

0.3

00

0.1

50

0.0

75

37

.5

75

.0

53

.0

0

10

20

30

40

50

60

70

80

90

100

% P

assin

g

COBBLES




ABN 74 128 806 735

Address:

Hillcrest Qld 4118

7/98 Anzac Avenue

Telephone:


Facsimile:

(07) 3800 7928 (07) 3800 0816



SAND FRACTION

FINESILT & CLAY

GRAVEL FRACTION

COARSE


Number: 1986













RESULTS








(mm) (by mass)

75.00 100

37.5 100

19.00 100

13.20 100

9.50 100

6.70 100

4.750 100

2.360 98

0.425 92

0.075 87

FORM: 265 REV: 0 14/09/2010




OVEN DRIED

DRY SIEVED

150mm

NIL


19

.0

13

.2

9.5

0

6.7

0

4.7

5

2.3

6

1.1

8

0.6

00

0.4

25

0.3

00

0.1

50

0.0

75

37

.5

75

.0

53

.0

0

10

20

30

40

50

60

70

80

90

100

% P

assin

g

COBBLES




ABN 74 128 806 735

Address:

Hillcrest Qld 4118

7/98 Anzac Avenue

Telephone:


Facsimile:

(07) 3800 7928 (07) 3800 0816



SAND FRACTION

FINESILT & CLAY

GRAVEL FRACTION

COARSE


Number: 1986




Documents

BROADSCALE SLOPE STABILITY AND GEOTECHNICAL … · Sunshine Coast ... 3.2 Laboratory Testing ... within the upper soil strata at test pits 2, 10 and 12. The pit logs in Annex A should