Geotechnical Site
Investigation No 710 Sheepways Road Krowera VIC
Submitted To
Rob and Karen Rogers
Site Number
158435
Date
9/02/2021
Author
Prageeth Edirisinghe
Published
9/02/2021
Document Revision: 0
Template Version: ii
Template Name: Master with
Cover
Intrax Consulting Engineers Pty
Ltd
ABN: 31 106 481 252
Head Office
Level 4, 469 Latrobe Street,
Melbourne, Vic 3000
p: 1300 INTRAX
w: www.intrax.com.au
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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
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
Intrax Consulting Engineers Pty Ltd
Geotechnical Consultants
Melbourne CBD (Head Office)
Level 4 / 469 La Trobe Street
Melbourne VIC 3000
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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
/V
Fr
St
St
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
GR
OU
ND
WA
TE
RLE
VE
LS
WA
TE
R
DRILLING MATERIAL
PROGRESS
DR
ILLI
NG
PE
NE
TR
AT
ION
DR
ILLI
NG
& C
AS
ING
CO
NS
IST
EN
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RE
LAT
IVE
DE
NS
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DE
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H (
m)
RL
(m A
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)
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0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
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GR
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GR
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MB
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STRUCTURE& Other Observations
MO
IST
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E
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ND
ITIO
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RIG TYPE : CONTRACTOR :
File: 1 1 OF 1
FILE / JOB NO :
SHEET : 1 OF 1
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
1HOLE NO :
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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
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 1.60 m
0.10m
0.80m
1.40m
1.60m
AD
/V
Fr
St
St
VD
ML
ML
CL
SW
RESIDUAL SOIL
EXTREMELY WEATHERED MATERIAL
w < PL
w < PL
w < PL
D
MATERIAL DESCRIPTIONSoil Type, Colour, Plasticity or Particle Characteristic
Secondary and Minor Components
GR
OU
ND
WA
TE
RLE
VE
LS
WA
TE
R
DRILLING MATERIAL
PROGRESS
DR
ILLI
NG
PE
NE
TR
AT
ION
DR
ILLI
NG
& C
AS
ING
CO
NS
IST
EN
CY
RE
LAT
IVE
DE
NS
ITY
DE
PT
H (
m)
RL
(m A
HD
)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
GR
AP
HIC
LOG
GR
OU
P
SY
MB
OL
STRUCTURE& Other Observations
MO
IST
UR
E
CO
ND
ITIO
N
RIG TYPE : CONTRACTOR :
File: 2 1 OF 1
FILE / JOB NO :
SHEET : 1 OF 1
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
2HOLE NO :
SA
MP
LES
&F
IELD
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: In
trax
1.0
0 20
20-0
4-14
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 1.40 m
0.10m
0.70m
0.80m
1.30m
1.40m
AD
/V
Fr
St
St
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
GR
OU
ND
WA
TE
RLE
VE
LS
WA
TE
R
DRILLING MATERIAL
PROGRESS
DR
ILLI
NG
PE
NE
TR
AT
ION
DR
ILLI
NG
& C
AS
ING
CO
NS
IST
EN
CY
RE
LAT
IVE
DE
NS
ITY
DE
PT
H (
m)
RL
(m A
HD
)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
GR
AP
HIC
LOG
GR
OU
P
SY
MB
OL
STRUCTURE& Other Observations
MO
IST
UR
E
CO
ND
ITIO
N
RIG TYPE : CONTRACTOR :
File: 3 1 OF 1
FILE / JOB NO :
SHEET : 1 OF 1
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
3HOLE NO :
SA
MP
LES
&F
IELD
TE
ST
S
INT
RA
X 1
.00
LIB
.GLB
Lo
g I
S A
U B
OR
EH
OLE
2A
15
843
5 LO
GS
.GP
J <
<D
raw
ingF
ile>
>
1/2/
2021
10:
39
10.0
1.00
.01
Dat
gel
Lab
and
In S
itu
Too
l -
DG
D |
Lib
: In
trax
1.0
0 20
20-0
4-14
Prj
: In
trax
1.0
0 20
20-0
4-14
158435 LRA No 710 Sheepways Road Krowera VIC_V.0
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Appendix B
Site Photography
158435 LRA No 710 Sheepways Road Krowera VIC_V.0
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158435 LRA No 710 Sheepways Road Krowera VIC_V.0
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Page 16 of 17
158435 LRA No 710 Sheepways Road Krowera VIC_V.0
9/02/2021
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Page 17 of 17
Appendix C
Good Hill Side Construction Practice
PRACTICE NOTE GUIDELINES FOR LANDSLIDE RISK MANAGEMENT 2007
114 Australian Geomechanics Vol 42 No 1 March 2007