Site Investigation Report

Page 2

INTRODUCTION
Unearthed Geotechnical P/L was commissioned to undertake a Site Investigation in
the Noosa Council at

Lot 2 RP196994 ("1073) Pomona Kin Kin Road, Kin Kin.
(GPS coordinates 26°16’41"s, 152°52732"e),

for the proposed house on this 16.23 hectare rural allotment.

Our site investigation fieldwork was performed on 17/11/2023 after generally fine and
unseasonably dry weather in the course of the preceding weeks.

This report does not include an assessment of slope stability or landslide risk.

The standards and references used in compiling or referred to in this report are,
The Queensland Building & Construction Commission,

AS 1289 Methods of testing soils for engineering purposes,

AS 2870 Residential Slabs and Footings,

AS 3798 Guidelines earthworks commercial & residential developments,
AS 1726 Geotechnical Site Investigations.

   

COPYRIGHT
Copyright in the whole and every part of the drawings, specifications and other
documents provided by Unearthed Geotechnical P/L remain the property of the
Unearthed Geotechnical P/L. Upon receipt of full payment for our service the client
is licensed to use the drawings, specifications and other documents for the work/s for
which they were commissioned. They shall not be used for any other work except by
agreement with Unearthed Geotechnical P/L.

 

Unearthed Geotechnical P/L. 1 Site Investigation Report 023-276

Page 3

SITE INVESTIGATION

As with all site investigations we assume that the fundamental principles of good
developmental construction, earthworks or such were not overlooked, and were
carried out with the consistent application of ‘best practice’ techniques at each stage
as these factors are of great consequence. We also presuppose that the fundamental
principles of good construction will not be overlooked, and will be carried out with
the consistent application of ‘best practice’ techniques across the site as these factors
are also of great consequence.

The fieldwork undertaken for our site investigation included the following;

detailed subsoil investigation recording characteristics and limitations,

a comprehensive site assessment to record topography, geography and geology,
soil observation boreholes (75-100 mm dia. Jarret style hand augers),
penetrometer testing with 9kg Dynamic Cone Penetrometer (DCP),
classification and testing of hand collected soil samples.

BH BH SG

(The test locations were not professionally surveyed and should be considered approximate)
(All fieldwork performed in accordance with the relevant Australian Standards and Codes)
(All boreholes backfilled in accordance with Occupational Health and Safety regulations)

FIELD TEST LIMITATIONS

The soil profiles reported should generally be representative of the soil conditions across this
site. In some cases soil conditions can change dramatically, and can change over short
distances. If site works reveal soil conditions that are different from those shown in the
attached data, the evaluator must be informed immediately as changes may be necessary.

CLIENT SUPPLIED INFORMATION

This site investigation and classification has been undertaken in accordance with AS

2870 'Residential Slabs and Footings'. The Queensland Building & Construction

Commission's (QBCC) ‘Rectification of Building Work Policy' has a requirement for

the following information to be supplied to us, and that we consider this information

in determining the site classification. This information includes, but is not limited to;

3 = Property description and site address,

Evidence to ensure site is correct (e.g. Survey Plan, Registered Plan, etc),

Survey plan delineating contours, trees, existing developments, etc,

Land searches, including such information as flood lines, easements, covenants,

underground services and infrastructure, etc,

Any previous geotechnical work, e.g. original contour survey, and the limits of
prior subdivisional or developmental cutting and filling, service lines etc.

& The known extent of further developmental or construction earthworks

Ble Ge Ge &

BW

In this instance and at the time of our commission, we have considered the
information supplied to us by the client. Should the client or his agent have omitted to
supply us with the QBCC required information or supplied us with incorrect
information our assessment may be irrelevant and/or inappropriate. However, should
this information become available we would be pleased to amend our report
accordingly, if, and as necessary. We do not take responsibility for the consequences
in such cases and may incur additional costs if as a result; more testing or re-writing
is necessary.

 

Unearthed Geotechnical P/L. 2 Site Investigation Report 023-276

Page 4

FINDINGS

All the field information and test results collected during our site investigation and
detailed in this report, including any site plans, log and data sheets together form the
basis of our recommendations.

The soil profile encountered during our investigations, and as reported, was
reasonably and acceptably consistent across the proposed development, and within
our expectations from regional experience and correlation with The Qld Dept of
Mines/Energy Geology Sheet 9445/1999 (Gympie).

The Qld Dept Mines/Energy Geology Sheet 9445/1999 describes the geology as
Early-Middle Triassic, Kin Kin Beds, arenite, argillite or phyllite.

The proposed site is on a near level cut pad with neighbouring vegetation consisting
of grasses.

Slope stability problems were not evident during our investigations.

The susceptibility to flooding from groundwater is low and site drainage was recorded
as poor. No water table was encountered on the day of our site investigation.

Moderately weathered excavatable rock was encountered at, and is expected at,
relatively shallow depths across the proposed site.

No fill was recorded in our borehole excavations.
The resistance of the soil encountered was tested with an approved 9kg Dynamic

Cone Penetrometer and the results recorded at the appropriate levels on the attached
log sections.

 

Unearthed Geotechnical P/L. 3 Site Investigation Report 023-276

Page 5

The soil samples hand collected and classified on site were assessed as having low to
negligible plasticity, therefore laboratory testing was considered unnecessary.

The expected surface movement (Ys), due to seasonal moisture changes in the soil
encountered, is as follows

 

Ys Value = 0-20mm

 

 

 

 

 

 

 

 

 

 

Predicted Surface Movement Class
Ys= < 20 mm S
Ys=>20-< 40mm M
Ys => 40-< 60 mm Hl
Ys => 60-< 75 mm H2
Ys=>75mm E
Problem sites P

 

 

 

 

Note: The proximity of trees and their effect on foundations should be considered when
‘determining specific engineering assessments, and for foundation/footing design.
Appendix B of AS 2870-2011 indicates that to reduce, but not eliminate, the possibility of
damage to the footings, trees should be restricted to the following distance from the
building (where rows or groups of trees are present the distance nominated below must

' be increased, and similarly the Ys Value listed above may need to be increased) : 75% of
the mature tree height, for class “M” sites, 100% of the mature tree height, for class
“HI” sites,.and 150% of the mature tree height, for class “E” sites.

Note: This classification above has been derived from test work performed on the soil
profile encountered on the day of our fieldwork. Any further filling of the site or
excavation into the soil profile, may result in a different classification.

Temporary Excavations.

Where temporary excavations are performed for footing or services up to 600mm
deep, natural soils may have minor or no stability problems, however deeper
excavations have a possibility of collapse more readily and shoring of vertical
excavation may be required. Where an existing excavation has been filled with
uncontrolled fill, all locations above a line 30 degrees for sands and 45 degrees for
clays above the horizontal may be unstable and may not support any structure — see
attached critical depth line diagram.

Existing Services.

We were not informed of any existing service line excavations and no existing service
line excavations were identified within or immediately adjacent to the proposed house
site.

 

Unearthed Geotechnical P/L. 4 Site Investigation Report 023-276

Page 6

LEGEND

 

Soil description (AS1726 — The Geotechnical

Site Investigation Code)

 

GW — Well graded gravels, little or no fines

GP — Poorly graded gravels, little or no fines

 

GM - Silty gravels

GC -— Clayey gravels

 

SW — Well graded sands, little or no fines

SP — Poorly graded sands, little or no fines

 

SM - Silty sands

SC — Clayey sands

 

ML ~ Inorganic silts and very fine sands

OL — Organic silts and organic silty clays

 

CL — Inorganic clays of low plasticity

CI - Inorganic clays of medium plasticity

 

CH — Inorganic clays of high plasticity

OH — Organic clays medium/high plasticity

 

Pt — Peat and other highly organic material

 

Ls — Linear Shrinkage %

 

Note

The stratifications identified on our log sheets are representative of the approximate boundary
between soil types and the transition may be gradual and vary over the site.

 

 

Abbreviations

 

Dk — Dark, Lt—Light, Gy— Grey, Rd—Red, Br— Brown, Or-— Orange, Mott — Mottled.

 

LP, MP, HP - Low, Medium, High Plasticity.

SW - Slightly Weathered Rock.

 

P (p) — blows/100 mm approved penetrometer

DW - Distinctly Weathered Rock.

 

UTP — Unable to penetrate

 

EW - Extremely Weathered Rock.

 

 

Cohesive Soil Strengths approximate safe bearing capacities for clay-based soils.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Very soft (VS) —<25 kPa Soft (S) — 25 to 50 kPa Firm (F) — 50 to 100 kPa
Stiff (St) — 100 to 200 kPa Very Stiff (VSt) — 200 to 400 kPa Hard (H) — 400+ kPa
Soil Strengths Sands and Gravels
Density SPT “N” value Relative Density (%)
Very Loose (VL) <4 <15
Loose (L) 4-10 15-35
Medium Dense (MD) 10-30 35-65
Dense (D) 30-50 65-85
Very Dense (VD) > 50 > 85
Particle Sizes. Prefix Range of Sizes (mm)
Boulder - > 200
Cobble - 63 — 200
Coarse 20-63
Gravel Medium 2-20
Fine 0.6—2.0
Coarse 0.2-0.6
Sand Medium 0.075 — 0.2
Fine 0.002 — 0.075
Clay < 0.002

 

 

 

Moisture Condition

 

 

 

 

 

Dry Looks and feels dry, clay soils are normally hard, powdery or friable.
Moist Feel cool, darkened in colour, no free water on hands when remoulding.
Wet Soils are weak, free water can occur; granular soils bind together, clay softened.

 

 

Unearthed Geotechnical P/L.

Site Investigation Report 023-276

 

Page 7

 

 

 

 

 

 

7
EB 7 ae
= Ground/pad level L—
| This footing i
| ig is founded
| | above the critical depth
unstable | line and is deemed to :
be unstable. Any proposed or existing excavation. The
™, GO builder must ensure all excavations are
KN, discovered and the footing and slab is
tab “La, Secured Paw ne critical line accordingly.
stable sf i is should include a search of all council
Loin, fore musk be excavated & other records for as constructed plans to
™., line to provide stability to establish excavation depths & widths.
This footing is founded “ these footings.
below critical line and
is stable
L_ 4]
__
~N.
™~,
N.,
30 degrees SL
Horizontal“ forcly)
“ In the case of a buried pipe the
Critical Depth line measured from deepest @ ‘
point of the excavation nearest the footing. invert level is usually above and
away from the nearest corner
of the excavation.
Critical Depth Line
Ye

 

 

 

 

 

 

 

 

 

Unearthed Geotechnical P/L.

Site Investigation Report 023-276

Page 8

Lot 2 (#1073) POMONA KIN KIN ROAD, KIN KIN. 025-276

 

Proposed House Site on a near level pad.

 

 

 

 

 

 

 

 

 

 

 

Borehole No 1 p | Dd p Borehole No 2
Silty Gravelly Clayey Sand SC 3 {| 100 | 4 Silty Gravelly Clayey Sand SC
(Grey Brown) 4 | 200 5 (Grey Brown)

Dry & Disturbed 4 | 300 7 Dry & Disturbed
Clayey Gravel GC 7 | 400] 11 Clayey Gravel GC
(Orange Brown Grey Mottled) (Orange Brown Grey Mottled)
Moist & Medium Dense 10 | 500 |} 15+ Moist & Medium Dense
(Weathered Rock Lenses) (Weathered Rock Lenses)
UTP Hand Auger 15+ | 600 UTP Hand Auger
(Distinctly Weathered Rock DW) 700 (Distinctly Weathered Rock DW)
800
900
1m

 

 

 

 

 

 

75-100 mm Jarret style Hand Augers.
p = blows/100mm - 9kg Dynamic Cone Penetrometer.
UTP = Unable to penetrate.

 

 

UNEARTHED GEOTECHNICAL P/L. PO Box 1204, GYMPIE. Q 4570. I7//2023

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Borehole No 3 p_ | Depth
Silty Gravelly Clayey Sand SC 2 100
(Grey Brown) 4 200
Dry & Disturbed 4 300
Clayey Gravel GC 6 400

(Orange Brown Grey Mottled)
Moist & Medium Dense 9 500
(Weathered Rock Lenses)
UTP Hand Auger 15+ | 600
(Distinctly Weathered Rock DW) 700
800
900
lm
UTP = Unable to penetrate.

 

Note - All field information and test results collected during our site investigation and detailed in the
accompanying report, including any site plans, log and data sheets are only to be used for the purposes of this
report. No third party use of any part of this information is authorised without specific or written consent.

Page 9

 

        
 

EXISTING

<
So
&
=
HOUSE & SHED Xd Ye =
ACCESS TRACK ° =
=
ae
$
oS
a

  

~~.
“~~ — ~ PROPOSED
DEVELOPMENT
SITE

100 0 100 200 500 M <| iS

 

 

 

 

 

 

 

a |
SCALE | :'5000 \\synology\General\JOBS\023-276-PomonaKinKin\023-276-Drawings.dwg
CLIENT: ZERNER BUILDING Co. (CHRISHAN 0427 118 864) 17/11/2023 tre Grea ow so re
LoT 2 RPI96994 (1073) POMONA KIN KIN ROAD, Sug, Seca San AL
KIN KIN. NOOSA COUNCIL. SCALE. 15000
UNEARTHED GEOTECHNICAL P/L 022-276
A.J. TRELOAR_QBCC Lic. No.74025| PO Box 1204, GYMPIE, QLD 4570 O4I7 132 300 [email protected]]| PLAN NO.

 

 

 

Page 10

 

ACCESS TRACK

    
  

STEEP
GROUND

STEEP
GROUND

CLEARED NEAR
LEVEL PAD

STEEP
GROUND

 

SOUTHERN PROPERTY BOUNDARY

POWER BOARD

 

@ SURVEY PEG (‘DO NOT REMOVE')

@ BOREHOLE LOCATION AND NUMBER IN
“® ¢| iS

 

 

LoT 2 RPI96994 (1073) PoMONA KIN KIN Roap,
KIN KIN. NOOSA COUNCIL.

20 10 0 20 40 60M
— i LOCATION AND ASPECT OF PHOTO
Ss :
CALE Ts (900 \\synology\General\JOBS\023-276-PomonaKinKin\023-276-Drawings.dwg
CLIENT: ZERNER BUILDING Co. (CHRISHAN 0427 II8 864) 17/11/2023 Cenc Guecincat An er oT ch

(OR REPRODUCED WITHOUT THE APPROVAL OF
UNEARTHED GEOTECHNICAL,

 

ORIG. SHEET SIZE: A&

 

 

UNEARTHED GEOTECHNICAL P/L
A.J. TRELOAR QBCC Lic. No.740251 PO Box 1204, GymPIE, QLD 4570 0417 132 300 [email protected]. AU

 

SCALE: 1:1000

 

 

PLAN No. 022-276

 

 

Page 11