CAPE OTWAY ROAD & CONNIES LANE MODEWARRE...GEOTECHNICAL INVESTIGATION By A.S. JAMES PTY LIMITED 15...

COESR PTY LTD

CAPE OTWAY ROAD & CONNIES LANE

MODEWARRE

Report No: 118578/Rev

Date: 28th November 2017

GEOTECHNICAL INVESTIGATION

By

A.S. JAMES PTY LIMITED 15 Libbett Avenue, Clayton South Vic. 3169 Tel: 613 9547 4811 Fax: 613 9547 5393 E-mail: [email protected]

THIS REPORT SHALL ONLY BE REPRODUCED IN FULL

X:\ARJ\Residential\118578, 1300 Cape Otway Road, MODEWARRE\118578 Rev\118578 Rev, 1300 Cape Otway Road, MODEWARRE Report.docx

Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022

A.S.JAMES A.C.N. 004 584 534 A.B.N. 40 004 584 534 Geotechnical Engineers SINCE 1963

PTY LTD

15 Libbett Avenue Clayton South Vic 3169 Tel: (613) 9547 4811 Fax: (613) 9547 5393 E-mail: [email protected]

1. INTRODUCTION

1.01 Investigation Requested By: The geotechnical investigation was commissioned by COESR Pty

Ltd via correspondence dated 27th September 2017.

1.02 Purpose of the Investigation: As part of the proposed CORA development, it is proposed to

undertake the following works:-

• A series new light weight structures, typical of such developments

• The construction of new pavements and car park areas

• The construction of sporting type facilities

At the time of preparing this report the details of the proposed development were not known. It

has therefore been assumed for the purpose of this report that no unusual loads or performance

specifications apply.

Due to prolonged rainfall preceding the investigation, the soils underlining the site were saturated,

as such Permeability testing was unable to be completed.

.

1.03 Geology: The 1:63,360 Series Geological Survey of Victoria, Anglesea Sheet, indicates the

subject site to be underlain by both river alluvium, comprising of sand, silt, clay, lake and swamp

deposits, as well as Moorabool Viaduct deposits comprising of Quartz sand and sandy clay.

1.04 Field Methods: As part of the geotechnical investigation the following field methods were

incorporated:

i) Auger Drilling: All boreholes were drilled using a truck mounted rotary drilling rig

equipped with continuous flight 110 millimeter diameter augers fitted with a tungsten

carbide drill bit. Boreholes 13 and 14 were drilled using a hand auger.

ii) Test Pit Excavation: Where access was not possible for a drilling rig, due to the soft

ground conditions, boreholes were substituted for test pits which were dug using a 7.5

tonne excavator equipped with a 600mm wide general purpose bucket.

Geotechnical Investigation 28th

November2017

Cape Otway Road & Connies Lane, Modewarre Ref: 118578/Rev

2

iii) In-situ Vane Shear Strength Testing: In-situ vane shear strength testing was carried out

within the cohesive soils at shallow depths using a Pilcon hand vane tester. All in-situ vane

shear strength tests were conducted in accordance with the test procedure outlined in

Australian Standard 1289, "Methods of Testing Soils for Engineering Purposes."

iv) Standard Penetration Testing: Standard penetration testing was conducted at regular

intervals within the boreholes in accordance with the test procedure outlined in Australian

Standard 1289, "Methods of Testing Soils For Engineering Purposes," Test Method 6.3.1 –

1993.

v) Dynamic Cone Penetrometer Testing: Dynamic cone penetrometer testing was

conducted adjacent to boreholes in accordance with the test procedure outlined in

Australian Standard 1289, “Methods of Testing Soils For Engineering Purposes,” Test

Method 6.3.2.

vi) Logging of Soil Profiles: The soil profile encountered in the borehole was logged in

accordance with Australian Standard AS 1726 - 1993, "Geotechnical Site Investigations”.

1.05 Laboratory Test Methods: All soil samples were transferred to A.S. James’ National

Association of Testing Authorities (NATA) registered Clayton South laboratory, where

mechanical testing was undertaken by a team of trained laboratory technicians. All laboratory

testing was performed in strict accordance with the test methods outlined in Australian Standard

AS 1289, “Method of Testing Soils for Engineering Purposes.”

AS 1289 Test Method

• Determination of California Bearing Ratio 6.1.1

2. RESULTS

2.1.1 Borehole Drilling: Fifteen (14) boreholes and test pits were excavated at the approximate

locations indicated on Figure 1. Logs of the boreholes and test pits are given on Figures 2 – 15.

2.1.2 Dynamic Cone Penetrometer Testing: Dynamic cone penetrometer testing was carried out

within boreholes 13 and 14, with the results provided within the attached figures 16 and 17.


November2017


3

2.1.3 Sub-Surface Soil Profile: The lower areas of the site being river alluvium comprised generally of

shallow surface silts, underlain by soft silty clays. These extended to the depth of termination in

the boreholes and test pits. The higher elevations consisted of a deeper surface silt / sand profile,

underlain by generally firm to stiff clays, interbedded with medium dense clayey sands. Due to

the varying profile encountered across the site, close examination of the borelogs is

recommended.

2.1.4 Ground Water: No permanent free ground water was encountered at the time of the site

investigation. It should be noted, however, that following prolonged periods of rainfall the surface

fill and shallow silts may be susceptible to moisture ingress, thereby significantly reducing the

workability and strength of both the surface soils and the underlying clays at shallow depths.

2.1.5 Laboratory Testing: The results of the laboratory testing are provided within the attached

Appendix A.

3. DISCUSSION & RECOMMENDATIONS

3.1.1 Proposed Structures: Given the reactive nature of the soils underlying the subject site and the

abnormal moisture conditions associated with the low lying areas of the site, the following

foundation arrangements are recommended.

3.1.2 Grid of Pad and Strip Footings: The use of pad and strip footings may be considered for

proposed structures, although it should be noted that differential settlements between isolated

footing elements can potentially be a problem in some instances where adjacent footings are

subjected to extremes in loading conditions or variable founding. As such it is recommended that

all pad and strip footings be founded well into the underlying stiff clays or medium dense sands.

Note that pad and strip footings should only be adopted within a “bound” grid footing system.

For a grid of pad and strip footings founded on stiff clay or medium dense sand subject to a

minimum depth of 1.0 metre below existing surface level, the following maximum bearing

pressures should be adopted for footing design.


November2017


4

Pad Footings - 150 kPa

Strip Footings - 125 kPa

Note: Grid of pad and strip footings will not be suitable for footings founded in the vicinity of the low

lying areas where soft clays are encountered or within 1.0 times the mature height of any adjacent

trees. In this instance fully suspended construction is preferred.

3.1.3 Proportioning of Strip Footings: Strip footings should be proportioned with minimum basic

dimensions and reinforcement corresponding to the details given for a class “H2” classification, as

outlined in AS 2870-2011. It is emphasised that this is provided as a guide only, in that design

will be based on engineering principles. Fully suspended construction should be used with this

approach where additional fill is placed or abnormal moisture conditions exist.

3.1.4 Stiffened Raft Slab Construction: Stiffened raft slab construction may be considered also and

should be preferred. Edge beams and internal load bearing ribs for a raft slab should be founded

on firm to stiff silty clay or medium dense sand at the base of any loose fill or silt, subject to a

minimum depth of 0.5 metres below the finished ground surface and designed on a maximum

bearing pressure of 100kPa.

Internal, non-load bearing stiffening ribs, on the other hand, subject to a maximum bearing

pressure of 50kPa, may be founded on medium dense fill, firm to stiff silty clay or medium dense

sand, subject to a minimum founding depth of 0.2 metres below finished ground surface level. The

actual founding depth will, however, depend to a significant degree on site conditions and the

time of year in which construction is carried out.

3.1.5 Minimum Dimensions and Reinforcement for a Raft Slab: Raft slab proportioning and the

minimum basic dimensions and reinforcement should correspond to the details given for the Class

"H2” stiffened raft slab arrangement as outlined in Australian Standard AS 2870 - 2011

"Residential Slabs and Footings - Construction". Again it is emphasised, however, that this is

intended as a guide and not as a classification, in that design should be based on engineering

principles.

Again, design should take into account the presence of trees or abnormal moisture conditions,

with fully suspended construction preferred.


November2017


5

3.1.6 Maximum Depth of Fill Beneath Raft Slab Panels: A total depth of up to 400mm of cohesive

fill or 800 millimetres of granular fill is permissible beneath the panels of a proposed raft slab,

provided that it has been placed under controlled conditions and compacted in maximum 150

millimetres layers using appropriate compaction equipment. In areas of the any raft slab where

the maximum allowable depth of fill is exceeded, it will be necessary to deepen all edge and

internal beams to the underlying firm to stiff silty clay and design the slab panels as fully

suspended elements. This appears necessary over at least a portion of the site.

3.1.7 Raft Slab Subgrade Preparation: Adequate site preparation is considered to be essential to the

performance of a stiffened raft slab. Such preparation should consist of stripping all organic

matter and proof rolling the site, ensuring that any localised soft or spongy areas are removed and

made good with clean granular fill compacted to a dry density not less than that of the

surrounding acceptable material.

If work is carried out during late winter or spring, or following prolonged rain periods it is quite

possible that the raft slab subgrade may exist at a condition significantly wet of optimum moisture

content. Under these conditions it is not possible to proof roll the subgrade and it will be

necessary to review the situation.

3.1.8 Bored Piers: Where soft clays exist, the proposed structures could be founded on bored piers.

Piers should be founded within stiff clays or medium dense sands, adopting a maximum allowable

end bearing pressure of 200 kPa. Subject to the sides of the excavation being free of any smearing, a

skin friction of 20 kPa may be adopted below a depth of 2.0 metres.

Deepening beyond the minimum is indicated across much of the site, with a suitable founding depth

yet to be determined in the vicinity of the existing lakes.

3.1.9 Landscaping Structures: Light, flexible structures, typical of landscaping or playground structures

should be founded in firm-stiff clay, subject to the recognition of the need for re-levelling and

maintenance. A maximum bearing pressure of 100kPa can be assumed. This should only be adopted

where ongoing seasonal movements are acceptable.

3.1.10 Earthquake Loading: In accordance with Australian Standard 1170.4-2007, Part 4, "Earthquake

Actions in Australia”, site sub-soil class of – Ce – Shallow Soil site and Hazard Factor (Z) of 0.10

should be adopted for the design of the proposed structures at the subject site.


November2017


6

3.2. EXTERNAL PAVEMENT CONSTRUCTION AND SITE EARTHWORKS

3.2.1 Flexible and Rigid Pavements: The use of pavements constructed on an adequately prepared

clay or clayey sand subgrade may be considered. Any localised areas of clay which comprise

predominantly silt should be excavated and replaced with clean compactable fill.

From an overall assessment of the field conditions, in conjunction with experience of similar

conditions in the area, flexible pavements constructed on adequately prepared subgrade, which

has been moisture conditioned to within 85 – 115% of the standard optimum moisture content and

compacted to a minimum 98% of the maximum density ratio determined by the Standard

compaction test in accordance with current Australian Standard 1289, may be designed using a

CBR value of 2.5%.

Rigid pavements constructed on a similar subgrade may be designed using a Modulus of Subgrade

reaction value of 22kPa/mm. Alternatively, rigid pavements may be designed in accordance with

the Cement and Concrete Association of Australia, 1997, "Industrial Pavements - Guidelines for

Design, Construction and Specification" using long and short term Young's Moduli of 12 and 18

MPa respectively.

It should be pointed out, however, that the pavement design parameters recommended above are

given subject to the subgrade preparation outlined in Clauses 3.2.2, 3.2.3 and 3.2.4 being carried

out, in addition to adequate subgrade drainage control, as outlined in Clause 3.2.5.

Based on the VicRoads RC 500.22 Guidelines, a subgrade with a swell above 2.5% should be

provided with a minimum cover requirement when considering flexible pavements. Given the

highly reactive clays at the subject site and in general area the swell at the subject site would

generally be above 2.5% and therefore, the minimum cover requirement should be considered and

it may govern the design of flexible pavements.

3.2.2 Subgrade Preparation: Preparation of pavement subgrades should consist of stripping to grade,

compacting the existing subgrade material with appropriate compactive equipment to a dry

density not less than 98% of the maximum density ratio determined by the Standard compaction

test in accordance with current Australian Standard 1289.


November2017


7

The moisture content of the subgrade should be within 85-115% of the Standard optimum

moisture content at the time of compaction.

Upon the completion of compaction the subgrade should be thoroughly proof rolled with an

appropriate roller, ensuring that any localised soft or spongy areas are removed and made good with

clean granular filling, which should be compacted to a minimum density ratio of 98% Standard.

If work is carried out following prolonged rain periods, it is quite possible that the subgrade may

exist in a condition wet of optimum moisture content. Under such conditions it is not possible to

proof roll the subgrade and it will be necessary to review the situation at the time of construction.

The effects of movements on any proposed rigid pavements can be minimised by incorporation of

positive load transfer devices such as dowels.

3.2.3 Subgrade Moisture Control During Construction: It should be appreciated that the long term

performance of the proposed pavements on prepared clay subgrade, significantly depends on the

subgrade moisture conditions at the time of construction. If the subgrade is significantly wet of

the standard optimum moisture content at the time of construction then there is the risk of some

subsequent shrinkage occurring as the clay dries out. On the other extreme if the subgrade is

significantly dry of the standard optimum moisture content at the time of construction, there could

be a risk of some resulting heave as the clays wet up. The moisture content of the subgrade

should therefore be adjusted to within 85 - 115% of the Standard optimum moisture content.

3.2.4 Long Term Subgrade Moisture Control: It is considered essential for the long term

performance of any proposed pavements at the site under consideration that both an effective

surface and perimeter cut-off drainage system be provided and maintained to reduce the risk of

lateral moisture migration in the pavement subgrade.

3.2.5 Earthworks: It is pointed out that reactive clays are notoriously difficult to work as fill and if not

compacted at or very close to the optimum moisture content, can exhibit measurable volume

change with time.

Any structural fill proposed on the site should essentially be of a granular nature. Suitable

material types are considered to include nondescript crushed rock, ripped siltstone or equivalent.

All fill material should have a nominal particle size of 75 millimetres or less and if required a

guide for selecting an appropriate material would be as follows:

• Plasticity Index X Percentage Passing 0.425 millimetre (AS Sieve) less than or equal to 600


November2017


8

Structural fill should be compacted in layers not greater than 200 millimetres when loose and

should be compacted to a dry density not less than 98% of the maximum density ratio determined

by the Standard Compaction Test in accordance with current Australian Standard AS 1289 using

an appropriate medium to heavy weight vibrating roller.

During compaction, the fill material should have moisture content within the range 85% to 115%

of the optimum moisture content as determined by the Standard Compaction Test in accordance

with current Australian Standard AS 1289.

It should also be noted that to provide protection to the underlying subgrade material, particularly

at the edge detail, pavements edges should be turned down to act as a moisture barrier and

preserve the performance of the subgrade material. Edge turn down should extend to a minimum

depth of 0.6 metres.

3.2.6 Earthworks beneath Buildings: Fill placed beneath buildings should be compacted to a

minimum 98% Australian Standard Compaction at a moisture content of 85-115% of Optimum

Moisture Content.

3.3. CONSTRUCTION AND MAINTENANCE OF FOOTING SYSTEMS

3.3.1 Articulation of Masonry Walls: Masonry walls should be adequately articulated in accordance

with the recommendations outlined by the Cement and Concrete Association of Australia in

Technical Note 61, "Articulated Walling."

Articulation spacings should not exceed the spacing recommended in Table 1 of Technical Note

61, unless structural design of the structure is able to accommodate increased spacings.

Articulation joints should also be provided at the transition points where more than one footing

type is being used.

An adequate articulation joint may comprise of either a full height opening or a full height vertical

joint in the brickwork, extending from the footing up to the roofline. A combination of the two is

also considered to be adequate.


November2017


9

3.3.2 Site Drainage: Water should not be permitted to pond in footing excavations for any length of

time.

It is essential that no water be allowed to pond against footings once they have been constructed.

The ground adjacent to the footings should be graded as soon as footing construction has been

completed so as to provide a grade of at least 1 in 20 over the first 2.0 metres. Alternatively, all

water run-off should be collected and permanently channelled away from the structure.

Service trench excavations located adjacent to footings should be avoided. However, where this

cannot be avoided the service trench excavations should be backfilled in such a manner so as to

prevent water from seeping beneath the footings.

3.3.3 Backfilling of Services Trenches: All underground services trenches located beneath any floor

slabs and pavements at the subject site must be backfilled with a suitable low permeability fill to

ensure that seepage water is not able to track along the service trenches, thereby potentially

causing heave related damage to the floor slabs and pavements.

3.3.4 Planting of Trees and Shrubs or Pre-existing Trees: Unless specific design of the proposed

footings are carried out to allow for drying effects of any trees and shrubs, these should not be

planted or permitted to remain closer than 1.0 times their mature height to any footings. The

following alternatives are available:

• Deepen all footings located within 1.0 times the mature height of any tree to a minimum

founding depth of 2.0 metres.

• Construct a suitable moisture barrier between the proposed footings and the offending tree.

The moisture barrier should extend to a depth of at least 2.0 metres. In addition the moisture

barrier should extend a distance equivalent to the mature height of the tree in either direction.

3.3.5 Inspection of Footing Excavations: All footing excavations must be examined to ensure that the

required founding soil has been exposed. Any unusual features must be reported to this office

immediately in order to ensure that the recommendations outlined in this report remain relevant.

3.3.6 General: The Modulus of Subgrade reactions specified throughout the report are referred to as

the K(0.3) value in most literature on the subject. As such, they are directly relevant where point


November2017


10

loads are critical, but otherwise will require amendment depending on the value of the loading and

geometry of the structural element involved.

Conditions may change with the seasons. In particular, the surface fill and silt underlying the site

at shallow depths may become saturated and unworkable following prolonged periods of rainfall.

The above recommendations are based on the bore and test results, together with experience of

similar conditions, and are expected to be typical of the area or areas being considered.

Nevertheless, all excavations should be carefully examined and any unusual feature reported to us

in order to determine whether any changes might be advisable.

Under no circumstance shall this report be reproduced unless in full.

ALAN R. JOHNSON B.Eng. Civil (Hons) Reviewed by:

MIEAust CPEng NER RPEQ T.J. HOLT MIEAust CPEng EC-1022

A.S. JAMES PTY LTD A.S. JAMES PTY LTD

X:\ARJ\Residential\118578, 1300 Cape Otway Road, MODEWARRE\118578 Rev\118578 Rev, 1300 Cape Otway Road, MODEWARRE Report.docx

LEGEND CHECKED:

DRAWN:

T. Holt

A. Johnson

APPROXIMATE BOREHOLE LOCATIONS

SOURCE: Nearmap Figure 1

JOB: 1300 Cape Otway Road

MODEWARRE

JOB No: 118578 DATE: Nov. '17

Geotechnical Engineers

A.S. JAMES PTY LTD

A4

A.S James does not warrant the accuracy or completeness of the information displayed within this figure and any person using it does so at thier own risk. A.S James shall bear no

responsibility or liability of any errors , faults, defects or omissions in information. The above is for indicative purposes only & is not to scale.

Location of Boreholes

BH1

BH3

BH2

BH4 BH5

BH6

BH8

BH7

BH9BH10

BH11

BH12

CBR1

CBR2CBR3 CBR4

BH14

BH13

A.S.JAMES PTY. LTD. Location: Borehole: Geotechnical Engineers MODEWARRE

Job No.

Soil Type Description Tests Results

SILT Grey, sandy including clay 0.00 .. to soft ground conditions

Moist 0.10 .

Loose to medium dense 0.20 .

0.30 .

0.40 .

0.50 .. s 20 kPa

0.60 .

CLAY Grey mottled orange CH 0.70 .

Including silt, trace sand 0.80 .

Moist 0.90 .

Soft 1.00 .. s 30 kPa

1.10 .

1.20 .

1.30 .

1.40 .

1.50 .. s 32 kPa

1.60 .

1.70 .

1.80 .

1.90 .

END OF TEST PIT 2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..

+ Standard Penetration Test - N blows/150mm. incr. c Apparent Cohesion L.L. Liquid Limit

I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L. Plastic Limit

s Vane Shear Strength P Wet Density P.I. Plasticity Index

p Pocket Penetrometer Resistance w Moisture Content L.S. Linear Shrinkage

Figure

2

NIL

Note: Substituted borehole for Test Pit due

118578

Ground Water:

Depth

11300 Cape Otway Road

Nov. '17Date:

A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole: Geotechnical Engineers MODEWARRE

Job No. Date: Nov. '17

Ground Water:

Soil Type Description Depth

SILT Grey 0.00 .. to soft ground conditions

Clayey 0.10 .

Moist, loose to medium dense 0.20 .

0.30 .

0.40 .

0.50 .. s 30 kPa

0.60 .

0.70 .

CLAY Grey, tending orange mottled grey CH 0.80 .

from 0.8m 0.90 .

Including silt 1.00 .. s 40 kPa

Moist 1.10 .

Soft 1.20 .

1.30 .

1.40 .

1.50 .. s 48 kPa

1.60 .

1.70 .

1.80 .

1.90 .

END OF TEST PIT 2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





118578

3

Figure

NIL


2



Ground Water:

Soil Type Description Depth Tests Results

SILT Grey, clayey 0.00 .. to soft ground conditions

Moist, loose to medium dense 0.10 .

0.20 .

0.30 .

0.40 .

0.50 .. s 20 kPa

CLAY Grey, mottled orange from 1.0m CH 0.60 .

Including silt 0.70 .

Moist 0.80 .

Soft 0.90 .

1.00 .. s 40 kPa

1.10 .

1.20 .

1.30 .

1.40 .

END OF TEST PIT 1.50 .. s 42 kPa

1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





118578

NIL


Figure

4

3



Ground Water:


SILT Grey 0.00 .. to soft ground conditions

Very clayey, sandy 0.10 .

Moist 0.20 .

Medium dense 0.30 .

0.40 .

0.50 .. s 50 kPa

0.60 .

CLAY Grey tending orange with depth CH 0.70 .

Silty, sandy 0.80 .

Moist 0.90 .

Firm to stiff 1.00 .. s 62 kPa

1.10 .

1.20 .

1.30 .

1.40 .

1.50 .. s 72 kPa

1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

SAND Orange SC 2.10 .

Very clayey 2.20 .

Coarse graded 2.30 .

Moist 2.40 .

Medium dense 2.50 ..

END OF TEST PIT 2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..






Depth

5

NIL

118578

Figure

4



Ground Water:


SILT Grey, including sand and clay 0.00 ..

Moist 0.10 .

Medium dense 0.20 .

0.30 .

0.40 .

CLAY Dark grey brown mottled orange CH 0.50 .. s 72 kPa

Tending pale grey with depth 0.60 .

Including sand, silt 0.70 .

Moist 0.80 .

Stiff to very stiff 0.90 .

1.00 .. s 128 kPa

1.10 .

1.20 .

SAND Grey mottled orange SC 1.30 .

Very clayey, including silt 1.40 .

Moist, medium dense 1.50 ..

END OF BOREHOLE 1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





118578

NIL

6

Figure

Depth

5



NIL


SAND Grey, silty SM 0.00 ..

Moist 0.10 .


0.30 .


Very sandy, including silt 0.50 .. s 62 kPa

Moist 0.60 .

Firm to stiff 0.70 .

0.80 .

SAND Grey SC 0.90 .

Very clayey, silty 1.00 .. s 52 kPa

Moist 1.10 .

Medium dense 1.20 .

1.30 .

1.40 .

END OF BOREHOLE 1.50 .. s 40 kPa

1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





Ground Water:

118578

Depth

7

Figure

6




0.00 ..

SILT Brown MH / ML 0.10 .

Sandy 0.20 .

Moist 0.30 .


0.50 .. s 72 kPa

0.60 .

0.70 .


Sandy, including silt 0.90 .

Moist 1.00 .. s 102 kPa

Stiff, tending very stiff with depth 1.10 .

1.20 .

1.30 .

1.40 .

1.50 .. s > 140 kPa

1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

SAND Grey, trace orange mottling SC 2.40 .

Very clayey 2.50 ..

Moist 2.60 .

Medium dense 2.70 .

2.80 .

2.90 .

3.00 .. + N = 4 / 7 / 9

3.10 . N = 16

3.20 .

3.30 .

3.40 .

3.50 ..

CLAY Grey CH 3.60 .

Very sandy 3.70 .

Moist 3.80 .

Firm to stiff 3.90 .

END OF BOREHOLE 4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





Ground Water:

118578

Figure

Depth

NIL

8

7



Ground Water: NIL


FILL Gravel 0.00 ..

Orange, sandy 0.10 .

Moist 0.20 .

Medium dense 0.30 .

0.40 .

FILL Clay 0.50 ..

Orange mottled grey and brown 0.60 .

Sandy, including gravels 0.70 .

Moist 0.80 .

Medium dense 0.90 .

1.00 ..

1.10 .

1.20 .

1.30 .

CLAY Orange mottled grey CH 1.40 .

Sandy, moist, stiff 1.50 .. s 98 kPa


1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





Figure

9

Depth

118578

8



Ground Water: NIL


0.00 .. to soft ground conditions

SAND Grey, silty SM 0.10 .

Moist 0.20 .


0.40 .

0.50 .. s 62 kPa

0.60 .


Including sand, silt 0.80 .

Moist 0.90 .

Firm to stiff 1.00 .. s 82 kPa

1.10 .

1.20 .

1.30 .

1.40 .

END OF TEST PIT 1.50 .. s 92 kPa

1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..






9

118578

10

Figure

Depth



Ground Water: NIL


0.00 ..

SILT Grey SM 0.10 .

Very sandy 0.20 .

Moist 0.30 .


0.50 ..

0.60 .

0.70 .


Sandy, including silt 0.90 .

Moist 1.00 .. s 104 kPa


Including thin sand lenses 1.20 .

1.30 .

1.40 .

1.50 .. s 50 kPa

SAND Grey mottled orange SC 1.60 .

Clayey, moist 1.70 .

Medium dense 1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..


Sandy 2.70 .

Moist 2.80 .


3.00 .. + N = 4 / 5 / 5

3.10 . N = 10

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

SAND Orange mottled grey SC 3.80 .

Clayey, moist 3.90 .

Medium dense 4.00 ..


4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





10

118578

Figure

11

Depth



Ground Water: NIL


0.00 ..

SILT Grey MH / ML 0.10 .

Sandy 0.20 .

Moist 0.30 .

Medium dense 0.40 .

0.50 ..

0.60 .

0.70 .

0.80 .

CLAY Orange mottled grey CH 0.90 .

Including sand, silt 1.00 .. s 100 kPa

Moist 1.10 .

Very stiff 1.20 .

1.30 .

1.40 .


1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





118578

12

Figure

11

Depth



Ground Water: NIL


0.00 ..

SILT Grey ML / MH 0.10 .

Very sandy 0.20 .

Moist 0.30 .


0.50 ..

0.60 .

0.70 .

0.80 .

CLAY Grey CH 0.90 .

Including silt 1.00 .. s 90 kPa

Moist 1.10 .

Stiff 1.20 .

1.30 .

1.40 .


1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





118578

Figure

12

Depth

13

A.S.JAMES PTY. LTD. Location: Borehole: Geotechnical Engineers MODEWARRE

Job No.


0.00 ..

SILT Grey 0.10 .

Sandy 0.20 .

Moist 0.30 .

Medium dense 0.40 .

0.50 ..

0.60 .


Including silt, sand 0.80 .

Moist 0.90 .

Firm to stiff 1.00 ..

1.10 .

1.20 .

1.30 .

1.40 .


1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





131300 Cape Otway Road

Nov. '17Date:

NIL

118578

Ground Water:

Depth

Figure

14



Ground Water:

Soil Type Description Depth

0.00 ..

SILT Grey ML / MH 0.10 .

Sandy 0.20 .

Moist, medium dense 0.30 .

0.40 .

0.50 ..

0.60 .


Including silt, sand 0.80 .

Moist 0.90 .

Firm to stiff 1.00 ..

1.10 .

1.20 .

1.30 .

1.40 .


1.60 .

1.70 .

1.80 .

1.90 .

2.00 ..

2.10 .

2.20 .

2.30 .

2.40 .

2.50 ..

2.60 .

2.70 .

2.80 .

2.90 .

3.00 ..

3.10 .

3.20 .

3.30 .

3.40 .

3.50 ..

3.60 .

3.70 .

3.80 .

3.90 .

4.00 ..

4.10 .

4.20 .

4.30 .

4.40 .

4.50 ..

4.60 .

4.70 .

4.80 .

4.90 .

5.00 ..





14

NIL

Figure

15

118578

A.S. JAMESPTY LTD JOB: 1300 Cape Otway Road JOB No. 118578Geotechnical Engineers MODEWARRE

DATE: Nov. '17

DEPTH BELOW GROUND SURFACE AT THE COMMENCEMENT OF PENETRATION: 500mm

DYNAMIC CONE PENETROMETER TEST (AS1289, 6.3.2, 1997) Drawn / Tested: A. Johnson Figure

325 sq.mm Cone - 9 kg Weight Falling 510 mm Checked: 16

TEST LOCATION: ADJACENT TO BOREHOLE NO. 13 ( REFER TO FIGURE 1 )

0 0.5 1 1.5 2 2.5 3

1.25 - 1.50

1.00 - 1.25

0.75 - 1.00

0.50 - 0.75

0.25 - 0.50

0.00 - 0.25

PENETRATION RESISTANCE (Blows/25mm)

DE

PT

H I

NT

ER

VA

L (

me

tre

s)

A.S. JAMESPTY LTD JOB: 1300 Cape Otway Road JOB No. 118578Geotechnical Engineers MODEWARRE

DATE: Nov. '17

DEPTH BELOW GROUND SURFACE AT THE COMMENCEMENT OF PENETRATION: 500mm

DYNAMIC CONE PENETROMETER TEST (AS1289, 6.3.2, 1997) Drawn / Tested: A. Johnson Figure

325 sq.mm Cone - 9 kg Weight Falling 510 mm Checked: 17

TEST LOCATION: ADJACENT TO BOREHOLE NO. 14 ( REFER TO FIGURE 1 )

0 0.5 1 1.5 2 2.5 3

1.25 - 1.50

1.00 - 1.25

0.75 - 1.00

0.50 - 0.75

0.25 - 0.50

0.00 - 0.25

PENETRATION RESISTANCE (Blows/25mm)

DE

PT

H I

NT

ER

VA

L (

me

tre

s)

1300 Cape Otway Road, Modewarre

APPENDIX ALaboratory Testing Results

PRoJEGT: l.tou tto. 118578I A.S. JAMES prv.rro

J ffi?E:T:",1,"=l:n#"""Cape Otway Road

Modewarre lRePort No. 1001

15 Libbett Av Clavton South Date 16-Nov-17

60082

CBR 1

4.5

CLAY, Silty, Dark Grey, Black

08-Nov-1 798o/o Standard

Soaked for 4 Days

FOR Daryl Pelchen Architects Pty Ltd51 Leicester StreetCARLTON 3053

Sample Number:Location:

Depth: (m)Surcharge Mass: (Kg)Sample Description:

Date Of Test:Compaction Type Used:Material Retained on 19mm Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before Soaking::-After Soaking:Maximum Dry Density: (Um3)Optrmum Moisture Content: (%)Liquid Limit / Method DeterminedCuring Time of MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before Soaking:

(Hrs)(%)("/")(%)(%)

:-After Soaking: (Yr):-Top 30mm After Penetration: (%):-Remainder After Penetration: (%)Swell : (%)Galifornia Bearing Ratio: (%)2.5mm:5.0mm:Adopted CBR:

35.240.951.835.1

5.5

1.5'1.0

26.729.936.527.23.5

2.01.

2.0

Notes: Testing Carried Out On Samples As Supplied

./\,NATAY

Accredited for compliance with ISO/IEC 17025 - Testing

Accreditation No. 934

60083

CBR 2

4.5CLAY, Silty, Dark Grey, Orange

Brown08-Nov-1 7

98% Standard

Soaked for 4 Days

1.301.241.3335.5

>50 o/o Estimated72

98.0100.0

1.521.471.5527.0

>50 o/o Estimated72

98.099.5

B.Wynne (Dip Lab Tech.)

TESTED BY : T.Hewitt

REPORTED BY: B.

DETERMINATION OF CALIFORNIA BEARING RATIO

PER AS1 289 .1 .1 (5.4),2.1.1,5. 1 . 1,5.4. 1,6. 1 . 1,

A.S. James Form No. LR003,FlG 1, Rev 13, 4107117

PROJECT: lJob No. 118578

I A.S. JAMES prv.rroJ ffi?ff^i:'.1,:#1"""

Cape Otway Road

Modewarre lRePort No. L001-1

15 Libbett Av Clayton South Date 16-Nov-17

60084

CBR 3

4.5

CLAY, Silty, Dark Grey

1 3-Nov-1 798% Standard

Soaked for 4 Davs

FOR



Date Of Test:Compaction Type Used:Material Retained on 19mm Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before Soaking::-After Soaking:Maximum Dry Density: (Um3)Optimum Moisture Content: ('/")Liquid Limit / Method DeterminedCuring Time of MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before Soaking::-After Soaking:

(Hrs)(%)("/")

(%)(%)('/")

:-Top 30mm After Penetration: (%):-Remainder After Penetration: (%)Swell : (%)California Bearing Ratio: (%)2.5mm:5.0mm:Adopted GBR:

Daryl Pelchen Architects PtY Ltd51 Leicester StreetCARLTON 3053

25.428.835.026.33.0

2.015

23.227.326.323.71.0


./\,NATA Accredited for compliance with ISO/IEC 17025

- Testing

Accreditation No. 934

60085

CBR 4

4.5

CLAY, Silty, Dark Grey Brown

08-Nov-1798o/o Standard

Soaked for 4 Days

1.481.441.5126.0

>50 % Estimated168

98.598.5

1.561.541.5823.5

35-50 % Estimated72

98.598.5

5.0m5.0



REPORTED BY: B'

DETERMINATION OF CALIFORNIA BEARING RATIO

AS PER AS1289 .1.1(5.4),2.1 .1,5.1.1,5.4.',t,6.1.1,

A.S. James Form No. LR003,FlG 1, Rev 13, 4107117

lloo trto. 118578I A.S. JAMES prv.r-ro

J ffi?E:'i:",1;{:nJ;"""Cape Otway Road

Modewarre lRePort No. L001-2

15 Libbett Av Clayton South Date 16-Nov-17

60086

CBR 5

4.5

CLAY, Silty, Sandy, GreY Brown

08-Nov-1 798o/o Standard

Soaked for 4 Davs

FOR



Date Of Test:Compaction Type Used:Material Retained on 19mm Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before Soaking::-After Soaking:Maximum Dry Density: (Vm3)Optimum Moisture Content: ("/")Liquid Limit / Method DeterminedCuring Time of MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before Soaking::-After Soaking:

(Hrs)

e/")(%)(%)("/")(%)

:-Top 30mm After Penetration: (%):-Remainder After Penetration: (%)Swell : e/")California Bearing Ratio: (%)2.5mm:5.0mm:Adopted GBR:

Daryl Pelchen Architects PtY Ltd51 Leicester StreetCARLTON 3053

21.322.923.921.81.0

4.5

-4.0


./\,NATAv Accredited for compliance with ISO/lEC 17025 - TestingAccreditation No. 934

1.621.601.6521.5

35-50 % Estimated72

98.099.5



REPORTED BY: B'

TERMINATION OF CALIFORNIA BEARING RATIO

PER AS1 289 .1 .1 (5.4),2.1.1,5. 1 . 1,5.4.',l,6. 1 . 1,

S. James Form No. LR003,FlG 1, Rev 13, 4107117

Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022

A.S.JAMESA.C.N. 004 584 534 A.B.N. 40 004 584 534Geotechnical EngineersSINCE 1963

PTYLTD

RS: Env Eng 18 December 2017

MACLEOD CONSULTING

Suite D, 450 Chapel Street,

SOUTH YARRA VIC 3141

Attention: Ken MacLeod Ref: 118578 E1

Dear Sir,

Re: Preliminary Acid Sulfate Soil Testing: 1300 Cape Otway Road, Modewarre Victoria 3240

A.S. James was requested by Mr Ken MacLeod of Macleod Consulting to undertake preliminary acid sulfate

soils analysis of three soil samples retrieved from locations indicated in Figure 1 attached. The analytical

results were screened against the following tables and criteria.

Acid Sulphate Soils

The Victorian EPA Publication 655.1 Acid Sulphate Soil & Rock provides guidance when potentially

disturbing soil, sediment, rock &/or groundwater in order to classify & manage acid sulphate soils &

rock. This document can be accessed through the Victorian EPA website.

Victorian EPA Publication 655.1 identifies that Acid Sulphate Soils may be present in one of two forms:

Potential Acid Sulphate Soils (PASS) – Contains un-oxidised metal sulphides which can produce

sulphuric acid if oxidised by disturbance.

Actual Acid Sulphate Soils (AASS) – Is PASS that has been exposed to oxygen & water & has

become acidic.

For the purposes of the initial pH screening, the Victorian EPA Publication 655.1 provides an

interpretation of the field pH results & likelihood of ASS being present. The table below is a

reproduction of Table 2 of the guidance document.

BALLARAT OFFICE:P.O. Box 1319Bakery Hill Vic 3354Tel: 03 5333 5911Fax: 03 5333 5925

VIC HEAD OFFICE:15 Libbett AvenueClayton South Vic 3169Tel: 03 9547 4811Fax: 03 9547 [email protected]

S.A. OFFICE:1/12 Theen AvenueWillaston SA 5118Tel: 08 8522 1632

Preliminary Acid Sulfate Soil Testing 18 December 20171300 Cape Otway Road, Modewarre Victoria 3240 Ref: 118578 E1

Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022 2

Field pH(pHf)

OxidisedFiled pH(pHfox)

Change in pHon oxidation

ReactionRate

Action Required

≥5.0 ≤5.0 ≤2Low (1) or

Medium (2)

If no other field indicators or acid sulphate

risk indicators are present, no further action

is required

>4.0 & 3.0 & 2Medium (2) or

High (3)

PASS may be present, further assessment is

required

≤4.0 ≤3.0 1000 tonnes)

(%S) (Oven-

dry basis

Mol H+ / tonne

(Oven-dry basis)

(%S) (Oven-

dry basis

Mol H+ / tonne

(Oven-dry basis)

Sands to Loamy

Sands40 0.1 62 0.03 18

Table 2: Texture Based Action Criteria for Classification of Acid Sulphate Soil Extract from

Victorian EPA Publication 655.1

Victorian EPA Publication 655.1 however, does not provide guidance on differentiating between AASS

& PASS. The Department of Sustainability & Environment (2010) Victorian Best Practice Guidelines

for Assessing & Managing Coastal Acid Sulphate Soils, indicates that AASS has a pH



Main Criteria Supporting Criteria

ClassificationTitratable Actual

AcidityNet Acidity pH-KCL pH-Ox Change in pH

≥ Site Criteria - ≤ 4.0 ≤ 3.0 - AASS

< Site Criteria ≥ Site Criteria > 4.0 & ≤ 5.0 > 3.0 & ≤ 5.0 ≥ 2 PASS

< Site Criteria < Site Criteria > 5.0 > 5.0 < 2Not an AASS or

PASS

Site is 62 mol H+ / tonne based on soil texture & volume of soil proposed to be disturbed

Table 3: Acid Sulphate Soils Classification System

The Victorian EPA published (by Government Gazette) in 1999 the Industrial Waste Management Policy

for Waste Acid Sulfate Soils (IWMP (WASS)) (GoV, 1999) provides specific guidance on the

identification, assessment and management of Acid Sulfate Soils. A summary of key aspects of this

IWMP (WASS) are presented in EPA Information Bulletin 655.1 Acid Sulfate Soil and Rock (EPA, 2009).

EPA Publication 655.1 provides a summary of the requirements for managing the disposal and re-use of

acid sulfate soils, and provides guidance to landowners, developer, consultants and other people involved

in the disturbance of soil, sediment, rock and/or groundwater regarding identification, classification and

management of ASS. Best Practice measures consistent with the objectives of the IWMP (WASS) have

been published by the Department of Sustainability and Environment (DSE) within the Victorian Coastal

Acid Sulfate Soils Strategy (CASS strategy) dated July 2009 (DSE, 2009) and within the Victorian Best

Practice Guidelines for Assessing and Managing Coastal Acid Sulfate Soils (BPMG) dated October 2010)

(DSE, 2010). CASS strategy aims to provide guidance to help protect the environment, humans and

infrastructure from the adverse impacts associated with CASS disturbance. The BPMG was produced to

guide landowners, developers, planners and decision makers through the risk identification, assessment

and decision making process about the most appropriate way to manage CASS. The guidance within the

CASS strategy and BPMG must be undertaken in accordance with the protection of beneficial uses of the

environment, as described in the SEPPs.

Laboratory Results

Review of the analytical results indicate that no PASS or ASS were present within the soils analysed.

Further sampling and analysis is recommended in line with the sampling frequency recommended in Table 1

of EPA Victoria Information Bulletin 655.1 Acid Sulfate Soil and Rock (EPA, 2009).

As discussed previously with Mr Loader, access to the site is considered poor at present due to wet

conditions present on site. Should further sampling and analysis be required, it is recommended that

intrusive investigation not be undertaken until mid to late February to allow for drier site conditions.



Limitations of Assessment

Further sampling and analysis of the soils from the fill material are considered likely to produce results

varying slightly from those reported in this document, and in all probability the occurrence of localised areas

containing higher levels of contamination may be possible. This is considered to be inherent in any

sampling programme in which the entire extent of the area is represented by a very small total volume of

excavated material used for analytical testing.

This report has been prepared only for Macleod Consulting and its subcontractors. Any reliance assumed by

other parties on this report shall be at such parties’ own risk. Any ensuing liability resulting from use of this

report by other parties cannot be transferred to A.S. James Pty Ltd. This report pertains only the areas of fill

material identified to us for sampling for offsite disposal and does not offer any conclusions as to the quality

of the soil or groundwater for the beneficial use of the site as a whole.

Any reuse of the fill material on another site is at the risk of the receiver.

Under no circumstance shall this report be reproduced unless in full.

Yours faithfully,

Rory Summerville (BEng (Hons), MSc EnvEng, MEIANZ) Tim J HOLT BEng MIEAust CPEng EC-1022Environmental Engineer Managing DirectorA.S. JAMES PTY LTD A.S.JAMES PTY LTD

X:\Rory S\Environmental Reports\118578 E1\118578 Modewarre.doc

LEGEND CHECKED:DRAWN:

T. HoltR. Summerville

Borehole Locations - 1300 Cape Otway Road,Modewarre, Victoria 3240

SOURCE: Nearmap & Site Inspection Figure 1

1300 Cape Otway Road,Modewarre, Victoria 3240

JOB:

Job No: 118578 E1 Date: 18 Dec 17

Geotechnical EngineersA.S. JAMES PTY LTD

A4

A.S James does not warrant the accuracy or completeness of the information displayed within this figure and any person using it does so at thier own risk. A.S James shall bear noresponsibility or liability of any errors , faults, defects or omissions in information. The above is for indicative purposes only & is not to scale.

Denotes approximate borehole location

BH1

Denotes approximate site boundary

BH2

BH3

CHAIN OF CUSTODY Melbourne Office: Bendigo Office: Geelong Office: Wangaratta Office: Traralgon OfficeALS Water Resources Group 22 Dalmore Drive Gate 6 Sharon Street, 49 Carr Street, 42 Faithful Street, 4/55 Hazelwood Rd,

AB Scoresby VIC 3179 La Trobe University,Geelong VIC 3220 Wangaratta VIC 3678 P 0 Box 1489

Phone: 03 8756 8000 Bend igo VIC 3550 Phone: 03 5226 9249 Phone: 03 5722 2688 Traraigon VIC 3844Fax: 039763 1862 Phone: 035444 7590 Fax: 03 5229 0242 Fax: 03 5722 4727 Phone:03 51764170Email: Fax: 03 5444 7895 Email: Mobile: 0419 007 749 Fax: 03 5176 4473

Page ........ of... 1 melbourneecowise.com.au bendiqotecowise.com,au geelonoew1se.com.au EmaUwaflQarattaecowise,com.au Email:

Client: A.S JAMES PTY. LTD. Job Ref: 118578Contact: Rory _SummerviUe TESTS REQUIREDAddress: 15 LIBBETT AVENUE, CLAYTON SOUTH, VIC, 3169

Phone: 95474811 1 Fax: 195475393.L..............

Email: [email protected] 8

Plo No−− −

Quote No SC12301177A Time: 5 Day

___No of Date Time C16Sampler Sample Description Containers Sampled sampled Matrix

AJ SOIL 1 4/12/17 x2 A i SOIL 1 4/12/17 x

Ai SOIL 1 4112/17 x

ocial Instructions:

R e l i n q u i s h e d B y : Company: Date: Time: Received By: Company: Date: Time:A.S. James 51h o f December

is for recording of sample data after prior consultation with an analyst regarding sampling procedures and does not over−ride pricing LAB USE ONLY Sample conditions: Samples received undamaged [Ye$INO]its, OHS requirements and our terms and conditions. Samples adequately preserved VS5INOI

cupatlonai Health and Safety consideration, It is a requirement of ALS Water Resources Group that all samples received be undamaged and Samples within recommended holding times: [Yes/No]Ice given in writing of any potential health risks. Samples transported at appropriate temperature (YesINol

)ocument: VIC−0F002 Authoriseci by: K Moulding 1 of 1 Release date: 29/03/10

17-5362517-53625

CERTIFICATE OF ANALYSIS

Date Issued: 15-Dec-2017

Page 1 of 5

Rory SummervilleContact:

663577

Client:

17-53625Batch No:Final Report

15 Libbett Avenue

CLAYTON SOUTH VIC 3169

Address:

AS James Pty Ltd

Client Program Ref: 118578

ALS Program Ref: ASJAMES

Page

Contact: Brad Snibson

Client Manager

[email protected]

Caribbean Business Park, 22 Dalmore Drive, Scoresby, VIC 3179

Scoresby Laboratory

03 8756 800003 9763 1862

Address

Date Sampled:

05-Dec-2017Date Samples Received:

04-Dec-2017

PO No: Not Available

Laboratory

PhoneFax

The sample(s) referred to in this report were analysed by the following method(s) under NATA Accreditation No. 992.

The hash (#) below indicates methods not covered by NATA accreditation in the performance of this service .

Analysis Method Laboratory Analysis Method Laboratory Analysis Method Laboratory

AS 4969 ScoresbySPOCAS QASSIT-ASS H.1.2-3

ScoresbySPOCAS Field

Tests

#

Late Sample Arrival - SPOCAS[5455646,5455647,5455648]

Analysis conducted outside holding time due to late arrival or delayed extraction/analysis. Based on APHA, VICEPA, AS & NEPM

Signatories

These results have been electronically signed by the authorised signatories indicated below. Electronic signing has been carried out in compliance with procedures specified in

21 CFR Part 11

Legionella species refers to Legionella species other than Legionella pneumophila

Name Title Name Title

Chatura Perera Team Leader Nutrients

Measurement Uncertainties values for your compliance results are available at this link

RIGHT SOLUTIONS | RIGHT PARTNER Page: Page 1 of 5

https://www.alsglobal.com/au/services-and-products/environmental/laboratory-downloads/client-downloads/

17-53625Batch No:


Report Number: 663577

Page 2 of 5

AS James Pty LtdClient:

Page:

LOR = Limit of reporting. When a reported LOR is higher than the standard LOR, this may be due to high moisture content, insufficient sample or matrix interference.

CAS Number = Chemistry Abstract Services Number. The analytical procedures in this report ( including in house methods ) are developed from internationally recognised procedures such as those published by USEPA, APHA and NEPM.

Sample No.

Client Sample ID

Sample Date

Sample Type

5455646 5455647 5455648

BH1 BH2 BH3

04/12/17 04/12/17 04/12/17

SOIL SOIL SOIL

Analysis Analyte CAS # LOR

SPOCAS pH of KCl extract pH_KCl

17-53625Batch No:



Page 3 of 5


Page:

Sample No.

Client Sample ID

Sample Date

Sample Type

5455646 5455647 5455648

BH1 BH2 BH3

04/12/17 04/12/17 04/12/17

SOIL SOIL SOIL

SPOCAS Net Acidity (Acidity Units) a-NetAcidity mol H+/tonne 0.0 6.0 10

SPOCAS Liming Rate (based on FF of 1.5) LR kg CaCO3 / t 0.0 0.0 1.0

SPOCAS Field

Tests

Field pH pH_FIELD

17-53625Batch No:



Page 4 of 5


Page:

QUALITY CONTROL - DUPLICATESQC Data for duplicates is calculated on raw 'unrounded' values. Laboratory duplicates are randomly selected samples tested by the laboratory to maintain method precision and provide

information on sample homogeniety.

RPD = Relative Percentage Difference for duplicate determinations. RPD’s that fall outside the general acceptance criteria will be attributed to non-homogeneity of samples or results of

low magnitudes.

NCP: Non-Customer Parent (sample quality is representative of the analytical batch but the sample that was QC tested belongs to a customer not pertaining to the report.)Sample Value Duplicate Value % RPD Lab Sample ID Client Sample ID Analysis Analyte

5459246 BH3 SPOCAS Field Tests Field pH Units 7.0 7.0 0.1

5459246 BH3 SPOCAS Field Tests Field pH of Peroxide extract Units 5.7 5.7 0.2

5459246 BH3 SPOCAS Field Tests Reaction Rate Slight Slight NA

5471515 BH3 SPOCAS pH of KCl extract Units 6.9 6.9 0.0

5471515 BH3 SPOCAS pH of Peroxide extract Units 4.5 4.5 0.0

5471515 BH3 SPOCAS Titratable Actual Acidity mol H+/tonne

17-53625Batch No:



Page 5 of 5


Page:

Sample Value Duplicate Value % RPD 5471515 BH3 SPOCAS Acidity - Acid Reacted Magnesium mol H+/tonne 18

CAPE OTWAY ROAD & CONNIES LANE MODEWARRE...GEOTECHNICAL INVESTIGATION By A.S. JAMES PTY LIMITED 15...

Documents

Transcript of CAPE OTWAY ROAD & CONNIES LANE MODEWARRE...GEOTECHNICAL INVESTIGATION By A.S. JAMES PTY LIMITED 15...