158435 LRA No 710 Sheepways Road Krowera VIC_V.0

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Table of Contents

1 Introduction ......................................................................................................................................................... 4

2 Project and Site Description .............................................................................................................................. 4

2.1 Project Description ........................................................................................................................................................................... 4

2.2 Site Description ................................................................................................................................................................................. 4

3 Method of Investigation..................................................................................................................................... 5

3.1 Desktop Assessment ....................................................................................................................................................................... 5

3.2 Fieldwork .............................................................................................................................................................................................. 5

3.3 Previous Landslide ............................................................................................................................................................................ 5

4 Results of Investigation ...................................................................................................................................... 5

4.1 Desktop Assessment ....................................................................................................................................................................... 5

4.2 Subsurface Conditions .................................................................................................................................................................... 6

5 Discussion and Recommendations ................................................................................................................... 7

5.1 Landslide Risk Assessment ........................................................................................................................................................... 7

5.2 Site Reactivity – AS 2870 ............................................................................................................................................................. 10

5.3 Building Foundations .................................................................................................................................................................... 10

5.4 Excavation and Retention ............................................................................................................................................................ 11

5.5 Inspections (Hold Points) ............................................................................................................................................................ 11

6 Limitations of Report ........................................................................................................................................ 12

Confidentiality

All documents are subject to the ‘Intrax Terms and

Conditions’ and ‘Intrax Terms and Conditions -NAC’

documents. These documents are available on our

website for your perusal.

Conditions of Use

This report is not intended for use by any other

person or third party other than the named client.

Direct Contact

Any questions or queries regarding this report should

be directed to the Geotechnical Department,

Engineering Team on 1300 or

[email protected].

Copyright

©2021 Intrax Consulting Engineers Pty Ltd (ABN 31

106 481 252).

This geotechnical site inspection report has been

prepared expressly for the client for the sole purpose

of constructing the building described in the plans

and specifications. This report is copyright to Intrax

Consulting Engineers Pty Ltd.

No part of this report shall be used for any other

purpose nor by any third party without the prior

written consent of Intrax Consulting Engineers Pty

Ltd. The client is defined as the person or persons

named in this report or the person or persons for

whom the named building company is acting as

agent.

Document Revision History

Date Rev Author Approved by Comments

09-Feb-21 0 Prageeth Edirisinghe Scott Emmett First Edition


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List of Appendices

APPENDIX A: Site Plan and Borehole Logs

APPENDIX B: Site Photography

APPENDIX C: Good Hillside Construction Practice

REFERENCED STANDARDS:

AS 1726-2017, Geotechnical site investigations, Standards Australia, Sydney, Retrieved from SAI Global

AS 2159-2009, Piling-Design and Installation, Standards Australia, Sydney, Retrieved from SAI Global

AS 2870-2011, Residential slabs and footings, Standards Australia, Sydney, Retrieved from SAI Global

AS 3798-2007, Guidelines on earthworks for commercial and residential developments, Standards Australia,

Sydney, Retrieved from SAI Global

AS 4678-2002, Earth-retaining structures, Standards Australia, Sydney, Retrieved from SAI Global

REPORT AUTHOR/S:

Mr Prageeth Edirisinghe

Senior Geotechnical Engineer

BSc (Civil) Hons, MIEAust, CPEng

Mr Scott Emmett

Geologist

BSc (EarthScience) Hons, MAIG, RPGeo 10246

REPORT CONTACT:

Prageeth Edirisinghe

03 8371 0100

[email protected]

Intrax Consulting Engineers Pty Ltd

Geotechnical Consultants

Melbourne CBD (Head Office)

Level 4 / 469 La Trobe Street

Melbourne VIC 3000

mailto:[email protected]

mailto:[email protected]


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1 Introduction

This report outlines a review of the geotechnical site investigations carried out No 710 Sheepways Road Krowera.

The scope of the investigation is to satisfy the planning permit requirements under the Bass Coast Scheme -

Erosion Management Overlay (EMO). The investigation includes following;

• Site review and walkover by Senior Geotechnical Engineer

• Review Landslide Risk Management recommendations

• Assess current design and development against identified hazards

• Provide Recommendations for proposed development and land use

• Recommendations on footing, slab designs and earth retaining walls.

• Geotechnical design parameters for foundations and or retaining wall systems where required.

• Comment on any other geotechnical issues related to the projects involving this type of work.

2 Project and Site Description

2.1 Project Description

The proposed development is a single storey residential dwelling as outlined in the architectural drawings by

Environmental Homes & Landscape, project No: 181913, dated: 24th November 2020. Based on the architectural

drawings provided to this office we understood that a proposed maximum site cut of 1.3m is panned at the lower

southern portion of the proposed development and 0.3m of filling on the northern boundary.

Figure 1: Proposed development plan

2.2 Site Description

The investigated site, No 710 Sheepways Road Krowers, is an irregular shaped allotment located on existing ridge

formation of the area. The proposed dwelling is sited on the eastern flank of the site. The site falls generally

changes from initially 6-7 degrees of slight slope to 20-21 degrees of steep slope at the central part of the site. At

the time of the inspection the site was occupied with s single storey dwelling and shed. The vegetation within the

site is mainly a few groups of trees located along the western boundary, northern and southern boundary od the

site. The ground cover consisted of native grass.

Site conditions on the date of inspection are visible in the attached photography in Appendix B with the site

features indicated in the site plan, refer Appendix A.


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3 Method of Investigation

3.1 Desktop Assessment

Geological maps from the Geological Survey of Victoria, aerial photography and our local experienced were used

to assess the anticipated site conditions and the area geology.

3.2 Fieldwork

The fieldwork consisted of drilling a total of three (3) boreholes to a maximum depth of 1.6 metres with solid

flight auger powered by a Christie Engineering Hydraulic drill rig. The approximate locations of the boreholes are

shown on the attached site plan in Appendix A. The subsurface materials were visually classified in accordance

with AS1726-2017: Geotechnical Site Investigation.

3.3 Previous Landslide

Based on the information obtained during the desktop assessment literature assessment of the site Intrax

understood that the occurrence of landslides (previous) in the vicinity of the site has not been well documented.

Based on site walk over completed during the investigation we identified a historical landslide event within the

site as depicted in the image below.

Figure 1: Previous landslide

The occurrence of this land slide is mapped within an area of the site where site slope exceeds 20 degrees. Intrax

opinion is that the steep site slope triggered the previous land slide as we understood from the literature review

site slopes exceeding 15 degrees in residual deposits deemed unstable.

4 Results of Investigation

4.1 Desktop Assessment

Investigation of geological maps from the Geological survey of Victoria has identified the expected site geology is

Lower Cretaceous aged Sandstone and Siltstone deposits. This geology was consistent with the visual

identification of material on site. An extract of the local geological map is provided below.


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Figure 2: Extract of local geology, Intrax GIS database (Geovic Seamless)

4.2 Subsurface Conditions

The boreholes revealed the substrata typically consisted of the following soil profile. Variation from this profile

existed across the site, refer to borehole logs in Appendix A for details.

RESIDUAL SILT; low plasticity, dark grey, w<PL, friable, overlying;

Sandy SILT; low plasticity, dark grey mottled brown, fine to medium grained sand, w<PL, stiff,

overlying;

Silty sandy CLAY; low plasticity, mottled dark brown fine to medium grained sand, w<PL, stiff,

overlying:

Clayey SAND; fine to medium grained, dark grey brown mottled grey, dry, dense.

SANDSTONE Extremely weathered, observed as gravelly SAND at very dense consistency.

All boreholes found refusal on weathered SANDSTONE.

4.2.1 Ground Water Groundwater was not intersected at a depth of 1.6 metres during borehole drilling.

Substrata conditions encountered are such that infiltration and occurrence of perched water at the interface

between different material layers should not be disregarded. Any site excavation should take note of this.


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5 Discussion and Recommendations

5.1 Landslide Risk Assessment

5.1.1 Risk Management Terminology

Risk is defined as a measure of the probability and severity of an adverse effect to health, property or the

environment. (Australian Geomechanics Society Landslide Taskforce. 2007).

Risk = the chance of an event times the consequences.

5.1.2 Hazard Identification and Likelihood

The identified hazards associated are summarised as follows:

A. Surface flow: given that the site is underlain by a thin layer of upper silt and sandy SILT soils, during prolong

rainy period there is a potential for the upper soils may become saturate and unstable. As such movement of

the surface soil down the slope towards following current site fall is considered under this scenario. The site

currently shows no evidence of these failures. This office predicts that the current site slope provides good site

drainage does not occur these evets. However, we understood that site cut, and fill works to achieve a levelled

working bench, thus it is anticipated that the post construction site condition may reduce site drainage

properties to occur ‘surface flow” event. For that reason, this office opinion is that the likely hood of this event

is “Barely Credible” for this site.

B. Shallow Slides;

During prolong rainy period there is a potential for the upper residual soils (SAND soils and CLAY) profile

associated with weathering of Sandstone may become saturated and unstable. As such movement of the

surface soil down the slope towards the slope considered under this scenario. Based on site investigation and

site literature review Intrax identified that the proposed building will be sited within an area with 6-7 degrees

of uniform slope. Therefore, this office opinion is that the likely hood of this event is “rare” for this site.

C. Deep seated regional Slides:

This type of landslip has the potential to severely damage the foundations of the subject property and

potentially adjoining properties. This event could cause injury to, or loss of, life. In the event that the slide was

fast to rapid, not giving sufficient warning to the inhabitants of the potential impact.

Based on the available information pertaining to this area, the likely hood of such event considered to be

“Barely Credible” in this assessment.

Figure 3: Hazard identification


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5.1.3 Hazard Identification and Likelihood

Using the table Qualitative Measures of Consequences to Property of Appendix C AGS (2007) and taking into

account the proposed development the consequences are assessed as follows;

Hazards A and B

• Based on the potential hazards low to moderate damage to some part of the structure is anticipated.

Therefore, some remedial works of the site are required, thus giving a descriptor of Minor [A]-Medium [B].

• The damage would occur to shallow structures such as retaining walls, pavements, services and possible

landscaping.

• Where slide are considered this could impact a portion of the properties footing system and as such require

works to remediate footing installation

• This measure has an indicative value of 5% -20% of the market value of the property which approximately

equates to $25,000 to $100,000 for a $500,000 property.

Hazard C

• Based on the potential hazards Major damage to the structure, and or significant part of the site requiring

major stabilisation works is thought possible thus giving a descriptor of Major.

• This measure has an indicative value of 80% of the market value of the property which approximately

equates to $400,000 for a $500,000 property.

Figure 4: Landslide Risk Assessment


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5.1.4 Risk Assessment for Property

The following table is a brief risk assessment to highlight the potential risk of landslides to the proposed

development/allotment associated with the current hazards identified during the site inspection and fieldwork.

Table 1: Landslide Risk Assessment

Landslide Event

Earth slide or flow where:

Likelihood Consequence Risk

A. Surface Flow

Barely Credible Minor Very Low

B. Shallow Slides

Rare Medium Low

C. Deep Seated regional slide

Barely Credible Major Very Low

The above terminology is taken from the AGS Practice note guidelines for Landslide Risk Management (2007) –

Appendix C (as reproduced over page)

Figure 5: Extract Appendix C – AGS (2007)

5.1.5 Risk Management Property

The acceptable risk criteria for the above site is LOW. Based on the risk assessment completed by Intrax

Consulting Engineers concluded that the proposed development is considered to have a low risk both under the

current and proposed site conditions following that the below options are adopted.

The following elements must be followed to maintain the low risk to property and to life.

• The proposed land use for the development involve soil cut works to achieve level working bench. It is

considered that all site cuts within the site must be retained by engineer designed retention system

based on the soils strength parameters given in section 5.4.1 of this report. The foundations of the

retaining must be supported within extremely weathered sandstone.

• To restrain the erosion effects along the exposed surface protection methods and stabilization systems

can be deemed as beneficial. This can in most instances be managed by planting suitable vegetation on


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the exposed surfaces. Natural grasses and shrubs (ideally fast-growing plants with vigorous root system),

which will eventually minimise surface erosion and siltation.

• The site requires a drainage plan to ensure that surface waters are managed for the life of the

development. Intrax should review the conceptual plan to ensure the requirements of this report are

met.

• Surface run off must be collected and discharge to away from the building though sail drains or similar.

• Once the roof is constructed temporary down pipes must be installed and they must be connected to

any storm water discharge area within the site.

• No storm water discharge areas be located within steep hilly area or the toe of the slopes.

• Precautions must be taken to avoid water ponding within the property during and post construction.

Water ponding around the footing due to excavation is a common practice during the construction and

that should be avoided using cut off drains.

Note: Intrax would be required to review any drawings prior to construction to ensure the recommendations of this

report can be achieved.

5.1.6 Risk to Life

Risk to life under Hazards A- C considered to be low.

5.2 Site Reactivity – AS 2870

After considering the area geology, the soil profile encountered in the bores, and the climatic zone of the area,

this site has been classified as CLASS S with respect to foundation construction (Australian Standard 2870-2011

Residential Slabs and Footings). It is anticipated that the seasonal surface movement under normal moisture

conditions at this site will not exceed 20mm. Note that, this classification is only applicable to Class 1 and 10a

structures in accordance with the Building Code of Australia, for other structures this classification should be used

as a guide only.

5.3 Building Foundations

5.3.1 Waffle and Raft Footings

On the basis of given site classification, slab footing construction can be considered on the site with such footings

proportioned with minimum basic dimensions and reinforcement corresponding to the details given for a “Class

S” Classification as outlined in AS 2870- 2011.

An allowable bearing pressure of 80kPa can be assumed for all edge beams founded a minimum of 100mm into

the naturally occurring soils.

5.3.2 Pad and Strip Footings

Pad and strip footings are an appropriate footing arrangement for the proposed structure. Based on the site

investigation, pad and strip footings founded at least 100mm into the naturally occurring silty clay or clayey sand

as described in the logs of boring can be assumed to have an allowable bearing pressure of 150kPa.

As a guide, with regard to the above along with information obtained from the bores, the founding depths of

shallow foundations at this site will be up to 0.9mm below the existing surface.

The allowable bearing capacity values provided in this report are maximum values without further geotechnical

investigation or detailed analysis of foundation design.

5.3.3 Piled Foundations

If bored piers are used at this site, they should be founded not less than 800mm pile diameters into the naturally

occurring silty clay or clayey SAND soils as described in the logs of boring, where they can adopt an allowable

end bearing value of 250kPa. The embedment depth provided above is only for compressive loading.

An allowable skin friction of 25kPa can be assumed to exist between piers and any of the naturally occurring silty

CLAY soils. No skin friction should be adopted for FILL soils or soils within 1.3m of surface level.


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The allowable bearing capacity values provided in this report are maximum values without further geotechnical

investigation or detailed analysis of foundation designs.

5.3.4 General Conditions – Foundations

Where footings are founded in different soil groups (especially reactive and non-reactive soils), the designer

should provide articulation for the structure to accommodate to for potential damages which could be caused by

differential movement of the soil due to seasonal moisture variation.

Note it is our preference that the design engineer adopt the same founding material across the structure where

possible.

After excavation for the footings has been completed if there is any doubt as to the bearing capacity of the

founding soil, then Intrax should be contacted and an inspection of the sites founding conditions carried out.

5.4 Excavation and Retention

5.4.1 Retention Design Parameters

The following parameters established from Rankine’s theory would be valid in the design of a retention system.

These values assume that the soil being retained/supported has horizontal surface.

Table 2: Geotechnical soil and retention design parameters

Material

Description Depth*

Unit

weight

(kN/m3)

Cu

(kPa)

C’

(kPa)

Friction

angle (°) Ka# Kp# Ko#

SILT Refer logs 16 10 1 28 0.36 2.77 0.53

Sandy CLAY 17 60 5 26 0.39 2.56 0.56

Clayey SAND 18 15 2 35 0.27 3.69 0.42

XW-Material 21 120 20 38 0.23 4.20 0.38

*Approximate depth based on borehole logs completed during geotechnical investigation #Ka, Kp and Ko are the active, passive and at-rest earth pressure coefficients.

Allowable bearing pressures given under 5.3 are relevant for foundation loading.

The above parameters assume that the level of the water table is below the bottom of the excavation by the use

of adequate drainage and that any adjacent surcharge loads are superimposed.

5.5 Inspections (Hold Points)

Intrax must be engaged at the following stages:

1. In the event soil conditions encountered differ significantly from those described within this report.

2. If project design is altered significantly from drawings reviewed and outlined or project described within

this report

3. Intrax to review and approve proposed stormwater management plan.

4. Intrax to review post construction site condition


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6 Limitations of Report

1. The recommendations in this report are based on the following:

a. Information about the site & its history, proposed site treatment and building type conveyed to

us by the client and or their agent

b. Professional judgements and opinions using the most recent information in soil testing practice

that is available to us.

c. The location of our test sites and the information gained from this and other investigations.

Should the client or their agent neglect to supply us with correct or relevant information,

including information about previous buildings, trees or past activities on the site, or should

changes be made to the building type, size and or/position, this report may be made obsolete,

irrelevant or unsuitable. In such cases, Intrax will not accept any liability for the consequences

and Intrax reserves the right to make an additional charge if more testing or a change to the

report is necessary.

2. The recommendations made in this report may need to be reviewed should any site works disturb any

soil 200mm below the proposed founding depth.

3. The descriptions of the soils encountered in the boreholes follow those outlined in AS1726-2017;

Geotechnical Site Investigations. Colour descriptions can vary with soil moisture content and individual

interpretation.

4. If the site conditions at the time of construction differ from those described in this report then Intrax

must be contacted so a site inspection can be carried out prior to any footing being poured. The

owner/builder will be responsible for any fees associated with this additional work.

5. This report assumes that the soil profile observed in the boreholes are representative of the entire site.

If the soil profile and site conditions appear to differ substantially from those reported herein, then

Intrax should be contacted immediately and this report may need to be reviewed and amended where

appropriate. The owner/builder will be responsible for any fees associated with this additional work.

6. The user of this report must take into account the following limitations. Soil and drilling depths are

given to a tolerance of +/- 200mm.

It must be understood and a condition of acceptance of this report is that whilst every effort is made to

identify fill material across the site, difficulties exist in determining fill material, in particular, for example,

well compacted site or area derived fill, when utilising a small diameter auger. Consequently Intrax

emphasises that we will not be responsible for any financial losses, consequential or otherwise, that may

occur as a result of not accurately determining the fill profile across the site.

7. Finally, no responsibility will be taken for this report if it is altered in any way or is not reproduced in full.


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Appendix A

Site Plan and Borehole Logs

Client:

Site Address

Drawing:

Designed:

Drawn: Date:

Project No.

Scale (A3):

Drawing No. Rev.

Rev. Remark/Comment Date: Appr.

AS NOTED

1 C1

Checked: Sheets: 1 of 1

Site Plan

CivilForensicHydraulicStructural Surveying ResidentialGeotechnical Building Services

New South Wales 02 4869 5666Queensland 07 3813 5617South Australia 08 8165 0122

Level 4/469 La Trobe St, Melbourne VIC 3000

A.B.N 31 106 481 252 www.intrax.com.au

P.E

P.E

A.M

Old landslipLanfcare grow had grown plants after the slipslip is about 10-11years old

No other signs of landslip on the property

No. 710, Sheepways Road, Krowera, Vic, 3945

Rob and Karen Rogers

158435

10.02.2021

SILT; low plasticity, dark grey

sandy SILT; low plasticity, dark grey mottled brown, fine to medium grainedsand

silty sandy CLAY; low plasticity, mottled dark grey brown, fine to mediumgrained sand

clayey SAND; fine to medium grained, dark grey brown mottled grey

gravelly SAND; fine to coarse grained, orange brown, fine to mediumgrained angular gravel

End of borehole, refusal in extremely weathered SANDSTONENo Ground water encounteredHole Terminated at 1.50 m

0.10m

0.80m

1.00m

1.40m

1.50m

AD

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Fr

St

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D

VD

ML

ML

CL

SC

SW

RESIDUAL SOIL

EXTREMELY WEATHERED MATERIAL

w < PL

w < PL

w < PL

D

D

MATERIAL DESCRIPTIONSoil Type, Colour, Plasticity or Particle Characteristic

Secondary and Minor Components

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See Explanatory Notes fordetails of abbreviations& basis of descriptions.

CHECKED BY :LOGGED BY : AM

ANGLE FROM HORIZONTAL : 90°

MOUNTING : DRILLER :

NON-CORE DRILL HOLE - GEOLOGICAL LOG

DATE STARTED : 20/1/2021 DATE LOGGED : 20/1/2021

SURFACE ELEVATION :

DATE COMPLETED : 20/1/2021

POSITION :

CLIENT : Rob and Karen Rogers PROJECT : -LOCATION : No 710 Sheepways Road Krowera

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clayey SAND; fine to medium grained, dark grey brown mottled grey



0.10m

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Appendix B

Site Photography


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Appendix C

Good Hill Side Construction Practice

PRACTICE NOTE GUIDELINES FOR LANDSLIDE RISK MANAGEMENT 2007

114 Australian Geomechanics Vol 42 No 1 March 2007

geotechnical site investigation

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