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J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 5 ABN: 64 625 054 729
6.3 Site Preparation
The site preparation measures outlined below are aimed at preparation of the site prior to construction of the building
and pavement subgrades. Landscaped areas (if any) will not require this preparation.
The following site preparation measures must be followed:
Remove vegetation and perform a topsoil strip (100 mm should be sufficient), including grubbing out of tree
roots.
Remove any deleterious material / uncontrolled fill exposed at the surface.
Any limestone or boulders exposed should be excavated to at least 0.5 m below finished surface.
Proof compact the exposed surface to achieve the level of compaction specified in Section 6.4 to a depth of at
least 0.9 m.
Any areas of loose or unsuitable fill must be removed and replaced with approved fill as outlined in Section 6.5.
This includes any zones disturbed by the removal of tree roots, stumps etc.
Where fill is required to build up levels, use approved fill (refer Section 6.5), placed and compacted in layers
not greater than 0.3 m loose thickness.
Excavate for pad and strip footings and compacted the exposed bases to the level of compaction specified in
Section 6.4, to a depth of 0.9 m. Remove, replace and compact as required with approved fill any zone not
achieving the level of compaction specified in Section 6.4. In addition, any limestone or boulders exposed in
the footing / slab excavations should be removed and replaced with compacted approved fill.
Notes: 1. While there is no geotechnical requirement to remove the existing granular fill material (inclusions comprise mainly inert bricks, glass, concrete fragments etc.), we suggest designing the finished surface levels such that there is at least 0.3 m of clean sandy fill above this fill.
2. We note the presence of asbestos cement pipes and possibly other asbestos containing material (ACM). We must be advised if such materials are encountered during the earthworks so that appropriate measures can be adopted to ensure the safe disposal of such materials and that possible contamination is avoided.
6.4 Compaction
In situ sand and granular fill must be compacted using suitable compaction equipment to achieve a dry density ratio
(DDR) of at least 95% of maximum modified dry density (MMDD) as determined in accordance with AS 1289 5.2.1 at a
moisture content within 2% of optimum moisture content (OMC).
Where sand (containing less than 5% fines) is used as fill, a Perth sand penetrometer (PSP) may be used for compaction
control. The following minimum PSP blow counts are considered to correlate to the required DDR:
150 mm-450 mm: 7
450 mm-750 mm: 9
750 mm-1050 mm: 11 (or 750-900 mm: 6)
If difficulties are experienced in achieving the required blow count, an on-site PSP calibration should be undertaken to
determine the site-specific PSP blow count correlating to the required dry density ratio.
We note that the sandy gravels / gravelly sand may remain at the site, and as above, these should be compacted to a
DDR of 95% MMDD. However, compaction control of gravelly material must be carried out using a nuclear density
gauge in accordance with AS1289.5.8.1.
Over-excavation and replacement of loose materials may be required where the minimum density cannot be achieved.
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 6 ABN: 64 625 054 729
Fill must be placed in horizontal layers of not greater than 300 mm loose thickness. Each layer must be compacted by
suitable compaction equipment, and carefully controlled to ensure even compaction over the full area and depth of
each layer.
Care will need to be taken when compacting in the vicinity of existing structures. This is particularly important if
vibratory compaction is being carried out. Tynan (1973) 2 provides assistance with the selection of compaction
equipment for use adjacent to structures.
After compaction, verify that the level of compaction has been achieved by testing to a minimum depth of 0.9 m:
On each lift of fill on a 10 m grid;
At each spread footing location;
At 5 m centres along strip footings; and
On a grid of 7.5 m centres below on-ground slabs and paved areas.
6.5 Approved Fill
Imported granular fill must comply with the material requirements as stated in AS 3798-2007, “Guidelines on
Earthworks for Commercial and Residential Developments”.
Generally, the in situ sand and sand fill present at the site will be suitable for re-use as inert structural fill. We do not
recommend the re-use of the gravel / sandy gravel material at the site, as this generally contains a higher proportion of
oversized material and uncontrolled fill.
We encountered asbestos contaminated material (ACM) at TP08 at a depth of about 1.5 m. While we did not encounter
any other ACM, and do not anticipate that there will be any cut to fill greater than 1 m, if ACM is encountered during
earthworks, this material should be inspected by an environmental consultant to determine whether it can be re-used
or if it requires placement at depth.
Any organic-rich sand or sand containing significant proportions of fines (material less than 0.075 mm in size) must not
be used.
Where doubt exists, a geotechnical engineer must be engaged to inspect and approve the use of potential fill materials.
6.6 Earth Retaining Structures
Retaining structures may be designed in accordance with AS 4678-2002 “Earth-Retaining Structures”. We recommend
that all retaining walls at the site be backfilled with free-draining fill, e.g. sand (either site-derived or imported free
draining sand fill with less than 5% fines).
For the design of retaining structures, the parameters given in Table 3, Retaining Structure Design Parameters are
appropriate.
2 Tynan (1973) Ground Vibration and Damage Effects on Buildings, Australia Road Research Board, Special Report No. 11.
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 7 ABN: 64 625 054 729
Table 3: Retaining Structure Design Parameters
Soil Type
Bulk Unit
Weight (kN/m3)
Angle of Internal Friction (deg.)
Wall Friction = 0° Wall Friction = 0.5Φ
Coefficient of Active
Earth Pressure,
Ka
Coefficient of Passive
Earth Pressure,
Kp
Coefficient of Active
Earth Pressure,
Ka
Coefficient of Passive
Earth Pressure,
Kp
Medium dense sand
17 33 0.29 3.4 0.26 5.3
Dense to very dense sand and sand fill
18 37 0.25 4.0 0.21 7.0
Notes: 1. Earth pressure coefficients are provided in this table for conditions of zero friction between the wall and the soil and with wall friction of 0.5Φ′.
2. The retaining wall designer should make an independent assessment of the parameters appropriate to the construction method to be used, including alternative values of wall friction.
3. A horizontal ground surface behind the wall has been assumed.
Compaction plant can augment the lateral earth pressure acting on retaining walls. Hand operated compaction
equipment is recommended within 2 m of any retaining walls to minimise compaction pressures.
It is important to note that some ground movement is to be expected behind any soil retaining system, including gravity
retaining walls.
6.7 Stormwater Disposal
The results of the infiltration tests carried out at four locations are included in Appendix D, Infiltration Test Results. The
minimum measured permeability was about 5 m/day for the in situ sandy soils.
We consider that sands at the site are suitable for on-site disposal of stormwater by infiltration using soakwells assuming
that the site preparation requirements outlined in Section have been carried out. Notwithstanding the results of the
infiltration testing, we recommend a design value of permeability (k) not greater than 3 m/day for the in-situ sand and
sand fill to allow for the variability in materials and reduced permeability as a consequence of:
densification of sand during site preparation works;
natural variation in sands; and
clogging of the sand around soakwells and soakage basins over time with fines.
Soak wells should be placed outside a line of 1V:2H extending below the edge of the nearest footing, subject to local
council regulations. Discharge from soak wells has been known to promote densification of loose sandy soils, leading
to settlements of footings and slabs. Soak wells should be carefully wrapped with geotextile to prevent migration of
sand and fines into the soak well.
6.8 Pavement Thickness Design
Where pavement subgrades comprise the surficial sandy soil present across the site at the current surface level, a design
subgrade CBR of 12% may be assumed provided the site preparation measures identified in Section 6.3 are followed.
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | 8 ABN: 64 625 054 729
7. CLOSURE
We draw your attention to Appendix F of this report, “Understanding your Report”. The information provided within is
intended to inform you as to what your realistic expectations of this report should be. Guidance is also provided on
how to minimize risks associated with groundworks for this project. This information is provided not to reduce the level
of responsibility accepted by Galt, but to ensure that all parties who rely on this report are aware of the responsibilities
each assumes in so doing.
GALT GEOTECHNICS PTY LTD
Rick Piovesan CPEng Sean Coffey
Geotechnical Engineer Geotechnical Engineer
O:\Jobs\2017\J1701017 - Niche Living SI Orelia\03 Correspondence\J1701017 001 R Rev0.docx
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Figures
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O:\Jobs\2017\J1701017 - Niche Living SI Orelia\09 GIS\04 MXD\J1701017-001.mxd (damonclark) 9/02/2017 1:17:27 PM
SCALE
DRAWN
CHECKED
DATE DRAWN
DATE CHECKED
1:1,000
GDA 1994 MGA Zone 50PROJECTION
_
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DAC
(A3)
Medi naAv
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SITE LOCATION
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CALIBRE CONSULTINGPROPOSED RESIDENTIAL SUBDIVISIONLOT 503 GILMORE AVENUEORELIASITE & LOCATION PLAN
FIGURE 1J1701017
9/02/2017
0 10 20 30 40 50
Meters
LegendSite Boundary
%2 Infiltration Test)Ó"" Test Pit
COPYRIGHT © 2017 THIS FIGURE AND ITS CONTENTS REMAINS THE PROPERTY OF GALTGEOTECHNICS PTY LTD AND MAY NOT BE REPRODUCED WITHOUT PRIOR APPROVAL.THIS FIGURE SHOULD BE READ IN CONJUNCTION WITH THE ACCOMPANYING REPORT.
ACNTelAddress
: 138 490 865: +61 (0)8 6272-0200
Galt Geotechnics Pty Ltd
: Unit 4, 15 Walters DriveOsborne Park WA 6017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix A: Supplied Drawings
PF
BOLLARD
HY
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PF
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SIGN
SIGN
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SIGN
SIGN
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SEWER CONNECTION POSITION
APPROXIMATE ONLY
SEWER INVERT LEVEL
SEWER BROUGHT UP
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19.44
3.5
2.2
503
1.3635m²
VACANT / LONG GRASS
HY
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MOUNTABLE KERB
MOUNTABLE KERB
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CONCRETE FOOT PATH
CONCRETE FOOT PATH
CONCRETE FOOT PATH
MOUNTABLE KERB
GRASS
LONG GRASS
LONG GRASSLONG GRASS
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 2m
TREE
HT 10m
TREE
HT 8m
TREE
HT 8m
TREE
HT 5m
TREE
HT 12m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 12m
TREE
HT 10m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 12m
TREE
HT 8m
TREE
HT 8m
2x TREES
HT 8m
3x TREES
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 6m
TREE
HT 10m
TREE
HT 8m
TREE
HT 7m
2x TREES
HT 10m
TREE
HT 12m
TREE
HT 8m
TREE
HT 15m
TREE
HT 8m
TREE
HT 10m
TREE
HT 10m
TREE
HT 10m
TREE
HT 12m
TREE
HT 15m
TREE
HT 8m
TREE
HT 10m
TREE
HT 10m
TREE
HT 10m
TREE
HT 8m
TREE
HT 10m
3x TREES
HT 10m
TREE
HT 10m
TREE
HT 12m
TREE
HT 12m
TREE
HT 8m
TREE
HT 8m
TREE
HT 6m
TREE
HT 6m
TREE
HT 6m
TREE
HT 6m
TREE
HT 5m
TREE
HT 5m
TREE
HT 12m
TREE
HT 12m
TREE
HT 6m
TREE
HT 6m
TREE
HT 6m
2x TREES
HT 6m
3x TREES
HT 10m
1.0m
POST &
WIR
E FENCE
(P
OOR CONDIT
ION)
1.0m
PO
ST & W
IRE F
ENCE
(PO
OR C
ONDIT
ION)
NO FENCE
NO
FE
NC
E
NO
FE
NC
E
NO
F
EN
CE
N
O
F
E
N
C
E
NO FENCE
NO FENCE
NO FENCE
NO FENCE
N
O
F
E
N
C
E
N
O
F
E
N
C
E
N
O
F
E
N
C
E
NO
F
EN
CE
N
O
F
E
N
C
E
NO FENCE
LONG GRASSLONG GRASS
T
O
P
O
F
B
A
N
K
B
O
T
T
O
M
O
F
B
A
N
K
T
O
P
O
F
B
A
N
K
B
O
T
T
O
M
O
F
B
A
N
K
TOP OF BANK
GRASS
C
E
N
T
R
E
L
IN
E
O
F
R
O
A
D
BRICK PAVED
TRAFFIC ISLAND
K
E
R
B
SPEED HUMP
125.922
8.485
67.796
54.579132.9258.615
49.376
9.056
61.482
134°59'49"
134°59'49"
85°20
'44"172°45'31"
135°53'6"
135°53'6"
138°59
'34"
138°59
'34"
167°39'49"
M
O
U
N
T
A
B
L
E
S
E
M
I
-
K
E
R
B
M
O
U
N
T
A
B
L
E
S
E
M
I
-
CO
NC
RE
TE
GRASS
LOT 1294m²
LOT 2260m²
LOT 3260m²
LOT 4260m²
LOT 5260m²
LOT 6280m²
LOT 18181m²
LOT 19181m²
LOT 20181m²
LOT 21181m²
LOT 22181m²
LOT 23196m²
LOT 56171m²
LOT 55157m²
LOT 54163m²
LOT 46150m²
LOT 47145m²
LOT 48145m²
LOT 52114m²
LOT 51171m²
LOT 50171m²
LOT 49166m²
LOT 42149m²
LOT 41154m²
LOT 40154m²
LOT 39149m²
LOT 2996m²
LOT 2896m²
LOT 27320m²
LOT 26307m²
LOT 43145m²
LOT 44145m²
LOT 45164m²
LOT 38145m²
LOT 37145m²
LOT 36150m²
LOT 31112m²
LOT 33112m²
LOT 35122m²
LOT 25260m²
LOT 24296m²
LOT 57136m²
LOT 58112m²
LOT 60112m²
LOT 63120m²
LOT 62137m²
LOT 7170m²
LOT 8170m²
LOT 9170m²
LOT 10170m²
LOT 11170m²
LOT 12170m²
LOT 13170m²
LOT 14170m²
LOT 15170m²
LOT 16170m²
LOT 17170m²
LOT 30112m²
LOT 32112m²
LOT 34112m²
LOT 53115m²
LOT 59112m²
LOT 61112m²
17.3
9.1
8.6
26
26
26
26
26
16
2.82.9
15152.8
2.9
16.1
25
26
7000 75007500
6000
6000
0
10
4.24.3
12
1010
5.1
5.6
5.6
5.6
5.3
11.8
4
13.4
4.6
4.5
5.6
5.6
5.6
5.6
9
4
7.1
7.1
4.1
4.4
20
20
20
20
11.9
1010
1010
10.9
5.1
1010
1010
4.3
6.5 8.5 6.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 1 8.19.1
9.19.1
9.17.1
18
20 20 20 20 20 20 20 20 20 20 20 20 20
20.1
20.1
20.1
20.1
20.1
17.1
206.3 8.5 8.5 6.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 6 .6 8.4
9.19.1
9.19.1
10.1
6000
6000
11.8 8.5 8.5 8.5
19.6 17
19 17
16.215
2.9
2.9
8.1
8.5
8.5
10.1
5.5
4.6
4.45.9 8.5 8.5 5.5
4.3
1010
9.2
8.5
8.5
20 20
178.
58.
56.
4
8.1
8.5
8.5
15
4.3
9.3
8.5
8.5
1818 18
6.6
8.5
8.5
15
4.3
8.5
7 7 9 7.94.3
5.3 8.8 8.3 5.8
9.7
1019
3.5
5.6
5.6
5.6
5.6
5.6
7
5.1
5.6
5.6
5.6
5.6
5.6
7
2.7
8.6
1022
3
3
21.1
12 14
6000
8.3 8.8 8.3 8.8
NICHELIVING ORELIA
LOT 503 - GILMORE AVE, ORELIA WA
ARCHITECTURE PLANNING INTERIOR DESIGN
64 FITZGERALD STREET
NORTHBRIDGE WA 6003
T 61 8 9227 0900
F 61 8 9227 0600
THIS IS THE COPYRIGHT MATERIAL OF ZUIDEVELD MARCHANT HUR PTY LTD.
FOR ILLUSTRATIVE PURPOSES ONLY.
PROJECT NO.
DATE
REVISION
SUBDIVISION PLANSCALE 1:550
-
06.02.2017
2093
PRELIMINARY
17.3
9.1
8.6
26
26
26
26
26
16
2.82.9
15152.8
2.9
16.1
25
26
7000 75007500
6000
6000
0
10
4.2
4.3
12
1010
5.1
5.6
5.6
5.6
5.3
11.8
4
13.4
4.6
4.5
5.6
5.6
5.6
5.6
94
7.1
7.1
4.1
4.4
20
20
20
20
11.9
1010
1010
10.9
5.1
1010
1010
4.3
6.5 8.5 6.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 1 8.19.1
9.19.1
9.17.1
18
20 20 20 20 20 20 20 20 20 20 20 20 20
20.1
20.1
20.1
20.1
20.1
17.1
206.3 8.5 8.5 6.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 8.5 6 .6 8.4
9.19.1
9.19.1
10.1
6000
6000
11.8 8.5 8.5 8.5
19.6 17
19 17
16.215
2.9
2.9
8.1
8.5
8.5
10.1
5.5
4.6
4.45.9 8.5 8.5 5.5
4.3
1010
9.2
8.5
8.5
20 20
178.
58.
56.
4
8.1
8.5
8.5
154.3
9.3
8.5
8.5
1818 18
6.6
8.5
8.5
15
4.3
8.5
7 7 9 7.9
4.3
5.3 8.8 8.3 5.8
9.7
1019
3.5
5.6
5.6
5.6
5.6
5.6
7
5.1
5.6
5.6
5.6
5.6
5.6
7
2.7
8.6
1022
3
3
21.1
12 14
TYPE XX
TYPE M2
TYPE M4
TYPE M2
TYPE M2
TYPE M2
TYPE M3
TYPE 5
TYPE 5
TYPE 5
TYPE 5
TYPE 5
TYPE 2
TYPE 2
TYPE 4
TYPE 2
TYPE 6 TYPE 7TYPE 3
TYPE 1
TYPE 6
TYPE 1
TYPE 7
TYPE 6
TYPE 6
TYPE 6
TYPE 6
TYPE 7
17 17
1717
TYPE 1
TYPE 7
TYPE 6
TYPE 3
TYPE 6 TYPE 6
TYPE 3
8.3 8.8 8.3 8.8
TYPE 2
10 10
TYPE 2
TYPE 5
20
20
20
20
20
TYPE 5
TYPE 5
TYPE 5
TYPE 5
TYPE 5
TYPE M1 TYPE M1
TYPE M2
TYPE M2
TYPE 8 TYPE 8 TYPE 8 TYPE 9 TYPE 8 TYPE 9 TYPE 9 TYPE 8 TYPE 8 TYPE 8TYPE 9TYPE M5
TYPE M5 TYPE M5TYPE M5 TYPE M5 TYPE M5
6000
Xref x - type M6_grnd.dw
g
Xref x - type M7_grnd.dwg
Xref x - type M7_grnd.dw
g
Xref x - type M7_grnd.dw
g
Xref x - type M
7_grnd.dwg
Xref x - type 11_grnd.dwgXref x - type 11_grnd.dwg
Xref x - type 11_grnd.dwg
PF
BOLLARD
HY
HY
SIGN
SIG
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2x EXPOSED
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2x
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CENTRE LINE OF ROAD
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MOUNTABLE KERB
MOUNTABLE KERB
MOUNTABLE KERB
CONCRETE FOOT PATH
CONCRETE FOOT PATH
CONCRETE FOOT PATH
MOUNTABLE KERB
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 2m
TREE
HT 10m
TREE
HT 8m
TREE
HT 8m
TREE
HT 5m
TREE
HT 12m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 12m
TREE
HT 10m
HT 8m
TREE
HT 8m
TREE
HT 10m
TREE
HT 8m
TREE
HT 7m
2x TREES
HT 10m
TREE
HT 12m
TREE
HT 8m
TREE
HT 15m
TREE
TREE
HT 10m
TREE
HT 10m
TREE
HT 8m
1.0m
PO
ST & W
IRE F
ENCE
(PO
OR C
ONDIT
ION)
NO FENCE
NO FENCE
NO FENCE
N
C
E
C
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N
T
R
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L
IN
E
O
F
R
O
A
D
SPEED HUMP
125.922
8.485
67.7969.0
56
61.482
72°45'31"
K
E
R
B
M
O
U
N
T
A
B
L
E
S
E
M
I
-
CO
NC
RE
TE
GRASS
NICHELIVING ORELIA
LOT 503 - GILMORE AVE, ORELIA WA
ARCHITECTURE PLANNING INTERIOR DESIGN
64 FITZGERALD STREET
NORTHBRIDGE WA 6003
T 61 8 9227 0900
F 61 8 9227 0600
THIS IS THE COPYRIGHT MATERIAL OF ZUIDEVELD MARCHANT HUR PTY LTD.
FOR ILLUSTRATIVE PURPOSES ONLY.
PROJECT NO.
DATE
REVISION
SCALE 1:500
SITE PLAN
-
06.02.2017
2093
PRELIMINARY
B E R T H O L D S T
PF
HY
HY
SIGN
SIG
SIGN
SP
2
3
.
5
6
2
3
.
4
3
2
3
.
3
0
2
3
.
1
3
2
2
.
9
7
2
2
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8
2
2
2
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6
8
2
2
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5
4
2
2
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3
2
2
.
5
3
2
2
.
3
62
2
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4
3
2
2
.
5
8
2
2
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7
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2
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3
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2
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8
7
2
2
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4
2
2
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9
5
2
3
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0
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2
2
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2
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1
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2
3
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3
3
2
3
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4
4
2
3
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4
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2
3
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4
7
2
3
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4
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2
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4
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2
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1
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2
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2x EXPOSED
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MOUNTABLE KERB
CONCRETE FOOT PATH
CONCRETE FOOT PATH
CONCRETE FOOT PATH
MOUNTABLE KERB
TREE
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 2m
TREE
HT 10m
TREE
TREE
HT 8m
TREE
HT 5m
TREE
HT 12m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
TREE
HT 8m
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HT 8m
TREE
HT 8m
TREE
HT 12m
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HT 10m
HT 8m
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HT 10m
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2x TREES
HT 10m
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HT 12m
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HT 15m
TREE
HT 10m
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HT 8m
1.0m
PO
ST & W
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ENCE
(PO
OR C
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NO FENCE
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SPEED HUMP
125.922
8.485
67.7969.0
56
61.482
72°45'31"
M
O
U
N
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A
B
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CO
NC
RE
TE
GRASS
Xref x - type M6_grnd.d
wg
Xref x - type M7_grnd.d
wg
Xref x - type
M7_grnd.dwg
Xref x - type
M7_grnd.dwg
Xref x - type M7_grnd.d
wg
NICHELIVING ORELIA
LOT 503 - GILMORE AVE, ORELIA WA
ARCHITECTURE PLANNING INTERIOR DESIGN
64 FITZGERALD STREET
NORTHBRIDGE WA 6003
T 61 8 9227 0900
F 61 8 9227 0600
THIS IS THE COPYRIGHT MATERIAL OF ZUIDEVELD MARCHANT HUR PTY LTD.
FOR ILLUSTRATIVE PURPOSES ONLY.
PROJECT NO.
DATE
REVISION
GROUND FLOOR PLANSCALE 1:500
-
01.02.2017
2093
PRELIMINARY
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix B: Site Photographs
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | A1 ABN: 64 625 054 729
Photograph 1: Looking south from near the TP02
Photograph 2: Looking east from near TP04
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | A2 ABN: 64 625 054 729
Photograph 3: Excavator at TP03
Photograph 4: Looking east towards low lying part of the site (TP08)
J1701017 001 R Rev0 13 February 2017
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
Page | A3 ABN: 64 625 054 729
Photograph 5: Looking southeast towards the southeast corner of the site
Photograph 6: Looking northwest from near the southeast corner of the site
Galt Geotechnics Pty Ltd
www.galtgeo.com.au 4/15 Walters Drive OSBORNE PARK WA 6017
ABN: 64 625 054 729
Appendix C: Test Pit Reports
METHOD OF SOIL DESCRIPTIONBOREHOLE AND TEST PIT REPORTSGRAPHIC LOG & UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) SYMBOLSGraphic USCS Soil Name Graphic USCS Soil Name
FILL (various types) SM
COBBLES ML
BOULDERS MH
GP GRAVEL (poorly graded) CL
GW GRAVEL (well graded) CI
GC Clayey GRAVEL CH
SP SAND (poorly graded) OL
SW SAND (well graded) OH
SC Clayey SAND Pt
RESISTANCE TO EXCAVATIONSymbol Term
VE Very easy
E Easy
F Firm
H Hard
VH Very hard
SOIL CLASSIFICATION AND INFERRED STRATIGRAPHYSoil descriptions are based on AS1726‐1993, Appendix A. Material properties are assessed in the field by visual/tactile methods
in combination with field testing techniques (where used).
PARTICLE SIZE PLASTICITY PROPERTIESParticle Size (mm)
>200
63 to 200
Coarse 20 to 63
Medium 6 to 20
Fine 2 to 6
Coarse 0.6 to 2.0
Medium 0.2 to 0.6
Fine 0.075 to 0.2
SILT 0.002 to 0.075
CLAY <0.002
MOISTURE CONDITION AS1726‐1993
Symbol Term
D Dry
M Moist
W Wet
CONSISTENCY AND DENSITY AS1726‐1993 and HB160‐2006
Symbol Term
Undrained Shear
Strength (kPa) SPT "N"
DCP blows
per 100 mm Symbol Term
Density
Index (%) SPT "N"
DCP blows
per 100 mm
PSP Blows
per 300 mm
VS Very Soft 0 to 12 0 to 2 <1 VL Very Loose <15 0 to 4 <1 0 to 2
S Soft 12 to 25 2 to 4 <1 L Loose 15 to 35 4 to 10 1 to 2 2 to 6
F Firm 25 to 50 4 to 8 1 to 2 MD Medium Dense 35 to 65 10 to 30 2 to 3 6 to 8
St Stiff 50 to 100 8 to 15 3 to 4 D Dense 65 to 85 30 to 50 4 to 8 8 to 15
VSt Very Stiff 100 to 200 15 to 30 5 to 10 VD Very Dense >85 >50 >8 >15
H Hard >200 >30 >10 Note: PSP correlations only valid to 450 mm depth
Consistency and density may also be inferred from excavation performance and material behaviour.
Description
All resistances are relative to the selected method of excavation
Soil Name
Sands and gravels are free flowing. Clays and silts may be brittle or friable and powdery.
Soils exude free water. Sands and gravels tend to cohere.
Soils are darker than in the dry condition and may feel cool. Sands and gravels tend to cohere.
Description
BOULDERS
COBBLES
GRAVEL
SAND
FINES
Silty SAND
SILT (low liquid limit)
PEAT
Organic SILT (high liquid limit)
Organic SILT (low liquid limit)
CLAY (high plasticity)
CLAY (medium plasticity)
CLAY (low plasticity)
SILT (high liquid limit)
0
10
20
30
40
0 20 40 60 80
Plasticity Index (%
)
Liquid Limit (%)
CL ‐ low plasticity clay
CI ‐mediumplasticity clay
CH ‐ high plasticity clay
OH or MH ‐high liquid limit siltOL or ML ‐
low liquid limit silt
OL or ML ‐ low liquid limit silt
CL/ML ‐ clay/silt
\\Galt‐sbs2011\data\Administration\Standard Forms and Documents\PMP17 Method of Soil Description‐Rev3.xlsx
Galt Form PMP17
RL2 January 2011
EXPLANATORY NOTES TO BE READ WITH BOREHOLE AND TEST PIT REPORTSMETHOD OF DRILLING OR EXCAVATION
AC Air Core E Excavator PQ3 PQ3 Core Barrel
AD/T Auger Drilling with TC‐Bit EH Excavator with Hammer PT Push Tube
AD/V Auger Drilling with V‐Bit HA Hand Auger R Ripper
AT Air Track HMLC HMLC Core Barrel RR Rock Roller
B Bulldozer Blade HQ3 HQ3 Core Barrel SON Sonic Rig
BH Backhoe Bucket N Natural Exposure SPT Driven SPT
CT Cable Tool NMLC NMLC Core Barrel WB Washbore
DT Diatube PP Push Probe X Existing Excavation
SUPPORTT Timbering
PENETRATION EFFORT (RELATIVE TO THE EQUIPMENT USED)
VE Very Easy E Easy F Firm
H Hard VH Very Hard
WATER
Water Inflow Water Level
Water Loss (complete)
Water Loss (partial)
SAMPLING AND TESTINGB Bulk Disturbed Sample P Piston Sample
BLK Block Sample PBT Plate Bearing Test
C Core Sample U Undisturbed Push‐in Sample
CBR CBR Mould Sample U50: 50 mm diameter
D Small Disturbed Sample SPT Standard Penetration Test
O:\Administration\Standard Forms and Documents\PMP19 Explanatory Notes Rev1.xlsxGalt Form PMP19
RL1 February 2010
D Small Disturbed Sample SPT Standard Penetration Test
ES Environmental Soil Sample Example: 3, 4, 5 N=9
EW Environmental Water Sample 3,4,5: Blows per 150 mm
G Gas Sample N=9: Blows per 300 mm after
HP Hand Penetrometer 150 mm seating interval
LB Large Bulk Disturbed Sample VS Vane Shear; P = Peak
M Mazier Type Sample R = Remoulded (kPa)
MC Moisture Content Sample W Water Sample
ROCK CORE RECOVERY
TCR = Total Core Recovery (%)
SCR = Solid Core Recovery (%)
RQD = Rock Quality Designation (%)
TCL Length of Core Run
CRL Recovered Length of Core
CCR Total Length of Cylindrical Pieces of Core RecoveredALC>100 Total Length of Axial Lengths of Core Greater than 100 mm Long
100TCL
CRL
100TCL
CCR
100100
TCL
ALC
O:\Administration\Standard Forms and Documents\PMP19 Explanatory Notes Rev1.xlsxGalt Form PMP19
RL1 February 2010
GR
AP
HIC
LOG
SAMPLE ORFIELD TEST
SAND, fine to coarse grained, sub-angular to sub-rounded,brown mottled orange, with some fine to coarse grainedlimestone gravels, trace cobbles, trace fines, trace organics in thetop 0.1m
orange
trace limestone boulders
Hole terminated at 2.30 mCollapseGroundwater not encountered
DMSPF
Density below 1 m inferred from excavationresistance
Limestone pinnacle exposed on sidewall
side walls collapsing
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionExcavation
ME
TH
OD
EX
CA
VA
TIO
NR
ES
IST
AN
CE
WA
TE
R
RL
Contractor: Sharp Civil
Machine: JCB 8085 RTSOperator: PAT
Bucket: 600 mm
Job Number: J1701017
Client: Calibre Consulting / Niche Living
Project: Proposed Residential Subdivision
Location: Lot 503 Gilmore Avenue, Orelia
Date: 07/02/2017
Logged: SCChecked Date: 13/02/2017
Checked By: RP
TEST PIT: TP01
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
017.
GP
J <
<D
raw
ingF
ile>
> 1
3/02
/201
7 13
:34
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
GR
AP
HIC
LOG
SAMPLE ORFIELD TEST
FILL: SAND, fine to coarse grained, sub-angular to sub-rounded,grey-brown, trace fine to coarse grained limestone gravels, tracefines, trace organics
SAND, fine to coarse grained, orange-brown, trace fines, tracefine to coarse grained limestone gravels, trace organics
no organics
Hole terminated at 2.60 mCollapseGroundwater not encountered
MD
D
D
M
SP
SP
F
Density below 1 m inferred from excavationresistance
0.1 m diameter roots
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
OL
RE
CO
VE
RE
D
DE
PT
H(m
etre
s)
DEPTH
Field Material DescriptionExcavation
ME
TH
OD
EX
CA
VA
TIO
NR
ES
IST
AN
CE
WA
TE
R
RL
Contractor: Sharp Civil
Machine: JCB 8085 RTSOperator: PAT
Bucket: 600 mm
Job Number: J1701017
Client: Calibre Consulting / Niche Living
Project: Proposed Residential Subdivision
Location: Lot 503 Gilmore Avenue, Orelia
Date: 07/02/2017
Logged: SCChecked Date: 13/02/2017
Checked By: RP
TEST PIT: TP02
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
GA
LT L
IB 1
.01.
GLB
Log
GG
_EX
CA
VA
TIO
N J
1701
017.
GP
J <
<D
raw
ingF
ile>
> 1
3/02
/201
7 13
:34
8.3
0.00
3 D
atge
l DG
D, C
PT
, Pho
to, M
onito
ring
Too
ls |
Lib:
GA
LT 1
.01
2013
-02-
21 P
rj: G
ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
GR
AP
HIC
LOG
SAMPLE ORFIELD TEST
FILL: SAND, fine to coarse grained, sub-angular to sub-rounded,grey-brown, with some fine to coarse grained gravels, tracelimestone cobbles, trace fines, trace organics
SAND, fine to coarse grained, sub-angular to sub-rounded,orange-brown, trace fines, trace limestone gravels, trace organics
no organics
Hole terminated at 3.00 mTarget depthGroundwater not encountered
MD
D
D
M
SP
SP
F
Density below 1 m inferred from excavationresistance
Sidewall collapse back to 2.5 m afterexcavation
Sketch & Other Observations
CO
NS
IST
EN
CY
DE
NS
ITYSOIL/ROCK MATERIAL DESCRIPTION
MO
IST
UR
EC
ON
DIT
ION
Sampling
US
CS
SY
MB
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Field Material DescriptionExcavation
ME
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CA
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TIO
NR
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IST
AN
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WA
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Contractor: Sharp Civil
Machine: JCB 8085 RTSOperator: PAT
Bucket: 600 mm
Job Number: J1701017
Client: Calibre Consulting / Niche Living
Project: Proposed Residential Subdivision
Location: Lot 503 Gilmore Avenue, Orelia
Date: 07/02/2017
Logged: SCChecked Date: 13/02/2017
Checked By: RP
TEST PIT: TP03
See Explanatory Notes and Method of Soil Description sheets fordetails of abbreviations and basis of descriptions
Sheet 1 OF 1
Comments:
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Lib:
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2013
-02-
21 P
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ALT
1.0
1 20
13-0
2-21
STRUCTURE ANDADDITIONAL
OBSERVATIONS
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
