GEOTECHNICAL INVESTIGATION REPORT · 2017-07-14 · 1 ACT Geotechnical Engineers Pty Ltd QPRC 1241...
Transcript of GEOTECHNICAL INVESTIGATION REPORT · 2017-07-14 · 1 ACT Geotechnical Engineers Pty Ltd QPRC 1241...
CLIENT
Queanbeyan-Palarang
Regional Council
ADDRESS
1241 Old Cooma Road,
Googong, NSW.
DATE
April 2017
GEOTECHNICAL INVESTIGATION REPORT
ACT Geotechnical Engineers Pty Ltd 5/9 Beaconsfield Street, Fyshwick, ACT,2609
ACN 063 673 530 PO Box 9225, Deakin, ACT, 2600
Ph: (02) 6285 1547
ACT Geotechnical Engineers Pty Ltd
13 April 2017
Our ref: MD/C8640
Queanbeyan-Palerang Regional Council
PO Box
Queanbeyan NSW 2620
Attention: Tim Geyer
Dear Sir
1241 OLD COOMA ROAD, GOOGONG, NSW
GEOTECHNICAL INVESTIGATION REPORT
We are pleased to present our geotechnical investigation report at 1241 Old Cooma Road, in
Googong, NSW.
The report outlines the methods and results of exploration, describes site subsurface conditions and
provides recommendations for excavation conditions, preparation of subgrades, stability of cut
and fill batters and groundwater conditions.
Should you require any further information regarding this report, please do not hesitate to contact
our office.
Yours faithfully
ACT Geotechnical Engineers Pty Ltd
Jeremy Murray
Director
ACT Geotechnical Engineers Pty Ltd
QPRC
1241 OLD COOMA ROAD, GOOGONG, NSW
GEOTECHNICAL INVESTIGATION REPORT
APRIL 2017
ACT Geotechnical Engineers Pty Ltd
QPRC
1241 OLD COOMA ROAD, GOOGONG, NSW
GEOTECHNICAL INVESTIGATION REPORT
TABLE OF CONTENTS
1 INTRODUCTION .................................................................................................................................... 1
2 SITE DESCRIPTION & GEOLOGY .......................................................................................................... 1
3 INVESTIGATION METHODS .................................................................................................................. 2
4 INVESTIGATION RESULTS ..................................................................................................................... 2
4.1 Subsurface Conditions ................................................................................................................ 2 4.2 Groundwater ............................................................................................................................... 2
5 DISCUSSION & RECOMMENDATIONS ................................................................................................ 3
5.1 Building Footings ......................................................................................................................... 3 5.2 Excavation Conditions & Use of Excavated Material ......................................................... 4 5.3 Stable Excavation Batters ......................................................................................................... 4 5.4 Low Retaining Walls ................................................................................................................... 4 5.5 Controlled Fill Construction ....................................................................................................... 5 5.6 Design CBR Values ..................................................................................................................... 5 5.7 Earthquake Site Factor .............................................................................................................. 5 5.8 Site Drainage ............................................................................................................................... 6
REFERENCES
FIGURE 1 - Site Locality
FIGURE 2 - Aerial Photograph and Borehole Locations
APPENDIX A - Borehole Log 1A to 10A
APPENDIX B - Definitions of Geotechnical Engineering Terms
1 ACT Geotechnical Engineers Pty Ltd
QPRC
1241 OLD COOMA ROAD, GOOGONG, NSW
GEOTECHNICAL INVESTIGATION REPORT
1 INTRODUCTION
At the request of Queanbeyan-Palerang Regional Council (QPRC), ACT Geotechnical Engineers
Pty Ltd carried out a geotechnical investigation at 1241 Old Cooma Road, in Googong, NSW. It has
been indicated that the site will be used for an unspecified development.
The aim of the investigation was to:
(i) Identify subsurface conditions including the extent and nature of any fill materials, soil strata,
bedrock type and depth, and groundwater presence.
(ii) Advise on excavation conditions and suitability of excavated material for use as structural fill.
(iii) other geotechnical advice.
2 SITE DESCRIPTION & GEOLOGY
The 36.4ha site is located on the eastern side of Old Cooma Road, at the Burra Drive intersection, in
Googong, NSW. There is an existing cottage located at the centre of the site and the lot is used as
pasture land. Church Creek drains NW through the site, with several smaller tributaries draining into
it. The topography is mostly the flood-plain of the creek and its tributaries. The land starts to elevate
along the NE Burra Road boundary of the site. Figure 1 shows the site locality and Figure 2 is a
recent aerial photograph showing the present site layout.
The 1:100,000 Canberra Geology map (Reference 1) documents the site to be underlain by Silurian
age Colinton Volcanics bedrock, which includes dark green dacitic ignimbrite and minor
volcaniclastic sediments.
2 ACT Geotechnical Engineers Pty Ltd
3 INVESTIGATION METHODS
To establish the subsurface conditions, a JCB 3CX backhoe with a ~300mm auger attachment was
used to drill ten holes extending to the nominated investigation depth at 3.5m depth or earlier
refusal in rock, on 6 April 2017. The subsurface profiles were logged in terms of the Unified Soil
Classification System (USCS). The locations of the boreholes, designated 1A to 10A, are shown on
Figure 2, and the detailed logs are included in Appendix A.
Definitions of geotechnical engineering terms used in the report on the borehole logs, including a
copy of the USCS chart, are provided in Appendix B.
4 INVESTIGATION RESULTS
4.1 Subsurface Conditions
The subsurface conditions of the proposed development were investigated by ten auger holes
designated 1A to 10A. The borehole logs in Appendix A can be referred to for more detail.
The investigation auger holes found the subsurface profile to comprise:
Bedrock was encountered in boreholes 4A, 6A, 7A and 8A, below 0.2m/1m, with refusal occurring
at 1.5m, 0.3m, 0.6m and 1.3m depth in medium strong rock. The bedrock is predominantly on the
elevated, northern portion of the site, towards the intersection of Old Cooma Road and Burra
Road. Bedrock was not encountered within the remaining boreholes within the investigation depth
of 3.5m, although bedrock could be encountered at greater depths.
4.2 Groundwater
Groundwater was not encountered and the soils were mostly dry to moist. However, temporary,
perched seepages could be encountered following rainfall within the more pervious soils.
Geological
Profile
Typical Depth Interval Description
TOPSOIL 0m to 0.1m/0.2m SILTY SAND; fine to coarse sand, low plasticity silt,
brown, some grass roots, dry to moist, loose.
SLOPEWASH 0.1m/0.2m to
0.4m/0.6m
SILTY SAND; fine to medium sand, low plasticity silt,
pale grey-brown, dry to moist, medium dense. Only
encountered in boreholes 1A, 2A, 5A, 8A and 9A.
ALLUVIAL/
RESIDUAL SOIL
0.1m/0.6 to
0.3m/>3.5m
SILTY SANDY CLAY, SILTY CLAYEY SAND, & SANDY
CLAY; fine to coarse sand, low to medium and some
medium to high plasticity clay, red-brown, orange-
brown, brown, grey, dry to moist and moist, stiff to
very stiff and dense.
BEDROCK Below 0.2m/1m DACITE; fine to coarse grained, orange brown, grey,
highly weathered (HW) and weak rock grading to
moderately weathered (MW) and medium strong
rock. Only encountered in boreholes 4 A, 6A, 7A and
8A.
3 ACT Geotechnical Engineers Pty Ltd
5 DISCUSSION & RECOMMENDATIONS
5.1 Building Footings
Footings and slabs for one and two-storey, residential-type structures must be in accordance with
the principles of AS2870 (Reference 2). For structures founded at existing grade, footings, including
thickened sections of slabs forming footings should be founded below any topsoil and slopewash,
into the stiff to very stiff alluvial soils or weathered bedrock. A depth of ~0.2m/0.4m from existing
levels may be required to reach a suitable founding stratum. Shallow footings could be founded in
any newly placed controlled fill following removal of any topsoil and slopewash (see Section 5.5).
Alternatively, footings could be founded on piers extending to weathered bedrock at 0.2m (1m
depth (northern portion of site) or >3.5m depth (the remainder of the site).
If designing footings based on engineering principles, recommended allowable end-bearing
pressures for various footing systems and likely foundation materials are provided in Table 1.
TABLE 1
Recommended Allowable End-Bearing Pressures for Footings
Foundation
Material Type
Depth Below
Existing
Surface Level
Allowable End-Bearing Pressure Allowable Shaft
Adhesion on Bored Piers
Strips Pads Bored
Piers
Downward
Loading Uplift
Newly Placed
Controlled Fill - 100kPa 125kPa N.A N.A N.A
Stiff to Very Stiff
Alluvial Soils 0.2m/0.4m 125kPa 150kPa 200kPa 20kPa 10kPa
HW & less
weathered
bedrock
0.2m/1m (northern
portion)
>3.5m (elsewhere)
1250kPa 1500kPa 2000kPa 200kPa 100kPa
All footings should be inspected and approved by an experienced geotechnical engineer to
confirm the foundation material and design values, and to ensure the excavations are clean and
stable.
Groundslabs can be constructed on the natural soils or newly placed controlled fill, following the
removal of any topsoil. Following excavation to required level, slab areas on soil should be proof-
rolled by a pad foot roller to check for any weak, wet or deforming soils that may require
replacement. Suitable replacement fill should be compacted in not thicker than 150mm layers to
not less than 98%StdMDD.
If required for design of ground slabs, a modulus of subgrade reaction of 30kPa/mm can be
assumed for a natural soil or controlled fill foundation.
4 ACT Geotechnical Engineers Pty Ltd
5.2 Excavation Conditions & Use of Excavated Material
Shallow excavations will be through topsoil, slopewash, alluvial soil, and bedrock. The soils are
readily diggable by backhoe and medium sized excavator to at least 3.5m depth over most of the
site. However, medium strong bedrock is exposed below 0.5m/1.5m depth on the northern portion
of the site (in the vicinity of boreholes 4A, 6A, 7A and 8A), which will require heavy ripping and rock
hammering to excavate.
The low/medium plasticity alluvial soils and weathered bedrock can be used in controlled fill
construction of building platforms, although any rock particles should be broken down to <75mm
size. Topsoil and silty slopewash should not be used in controlled fill construction, but could be used
in non-structural applications such as landscaping.
If imported fill is required, a suitable select fill material would include a low or medium plasticity soil
such as clayey sand or gravelly clayey sand, containing between 25% and 50% fines less than
0.075mm size (silt and clay), and no particles greater than 75mm size.
5.3 Stable Excavation Batters
Temporary site excavations to 1.5m depth can be formed near vertical, although loose topsoil
should be cut back at 1(H):1(V). If required and space allows, deeper temporary cuts can be
formed at 1(H):1(V) or benched at 1.5m intervals in soils. A geotechnical engineer should inspect all
cut batters during construction to confirm stability. Exposed temporary batters should be protected
from the weather by black plastic pinned to the face with link-wire mesh, or similar.
Permanent cut & fill batter slopes should be formed at no steeper than 2(H):1(V) in soil and EW
bedrock and be protected against erosion by shotcreting, stone pitching or other suitable
methods. Alternatively permanent excavations can be supported by structural retaining walls.
5.4 Low Retaining Walls
Retaining walls constructed in open excavation, with the gap between the excavation face and
the wall backfilled later, can be designed for an earth pressure distribution given by:
σh = (Kγ’h) + Kq
where,
σh is the horizontal earth pressure acting on the back of the wall, in kPa
K is the dimensionless coefficient of earth pressure; this can be assumed to be 0.4 when the
top of the wall is unrestrained horizontally, and 0.6 when the top of the wall is restrained (i.e.
by building slabs etc.)
γ’ is the effective unit weight of the backfill, and can be assumed to be 20kN/m3 for a lightly
compacted soil backfill
h is the height of the backfill, in metres
q is any uniform distributed vertical surcharge acting on the top of the backfill, in kPa
Apart from structural restraints such as floor slabs, resistance to overturning and sliding of retaining
walls is provided by frictional and adhesive resistance on the base, and by passive resistance at the
toe of the wall. For a natural soil or controlled fill foundation, an ultimate base friction factor (tanδ)
of 0.4, base adhesion (c) of 50kPa, and allowable passive earth pressure coefficient Kp=2.5 can be
used for calculation of sliding resistance.
5 ACT Geotechnical Engineers Pty Ltd
Free-draining granular backfill or synthetic fabric drains should be installed behind all walls. These
should connect to weep holes and/or a collector drain, and ultimately to the stormwater system.
Granular backfill should be wrapped in a suitable filter fabric to minimise infiltration of silt/clay fines
5.5 Controlled Fill Construction
For construction of any new fill foundation platforms and road subgrades, it is recommended that:
Areas be fully stripped of all topsoil. A stripping depth of ~0.2m/0.4m may be required.
Stripped foundations should be proof-rolled by a vibratory pad-foot roller of not less than 9
tonne static mass to check for any weak or wet areas that would require replacement. No
fill should be placed until a geotechnical engineer has confirmed the suitability of the
foundation.
Controlled fill comprising suitable site excavated or imported materials of not greater than
75mm maximum particle size, be compacted in not greater than 150mm layers to not less
than 98%StdMDD at about OMC.
Fill placement and control testing be overviewed and certified by a geotechnical engineer
at Level 1 or 2 involvement of AS3798 – 1996 “Guidelines on Earthworks for Commercial &
Residential Developments” (Reference 3).
5.6 Design CBR Values
On-grade carpark, and access ramp subgrades should be stripped of all topsoil and silty
slopewash, and soil subgrades then proof-rolled by a pad-foot roller to check for any wet or
otherwise weak spots which may require additional removal. Suitable replacement fill can be
compacted in not thicker than 150mm layers, to not less than 98%StdMDD.
The silty topsoil and slopewash in the upper 0.2m/0.4m is susceptible to weakening when saturated.
Therefore, the site will be difficult to traffic following rainfall, and hardstand or gravel haul roads
may be required during construction.
Road and carpark pavements are expected to comprise natural soils or newly placed controlled fill
or similar materials, and pavements can be designed for a subgrade CBR value of 3%. A
geotechnical engineer should inspect prepared subgrades to confirm design values, and
preferably view a proof-roll to identify any soft spots or other weaknesses.
5.7 Earthquake Site Factor
Table 2.3 of AS1170.4 “Minimum Design Loads on Structures - Part 4: Earthquake Loads”
(Reference 4) lists the earthquake acceleration coefficients for major centres to be considered in
structural design. The Googong area has an acceleration coefficient of 0.06.
Section 4.2 of AS1170.4 “Minimum Design Loads on Structures – Part 4: Earthquake Loads” lists the
site sub-soil classes to be considered in structural design. The site is classified as a “Class Ce –
Shallow Soil Site”.
6 ACT Geotechnical Engineers Pty Ltd
5.8 Site Drainage
Groundwater was not encountered during the investigation. The permanent groundwater table is
expected to be well below expected excavations, although temporary perched seepages will be
present following rain, but should be readily controllable through the use of pumps during
construction.
Suitable surface drainage should be provided to ensure rainfall run-off or other surface water
cannot pond against buildings or pavements. Drainage should be provided behind all retaining
walls, and subsoil drains should be installed along the upslope sides of access roads and carparks.
ACT Geotechnical Engineers Pty Ltd
ACT Geotechnical Engineers Pty Ltd
REFERENCES
1 Abell, R.S., 1992, South Bega (1:100 000 scale geology map), Bureau of Mineral Resources,
Commonwealth of Australia.
2 Standards Australia, “AS2870 – Residential Slabs & Footings”, 2011.
3 AS3798, “Guidelines on earthworks for commercial and residential developments”.
4 Standards Australia, “AS1170.4 – 2007 – Minimum Design Loads on Structures – Part 4
Earthquake Loads”.
QPRC
1241 OLD COOMA ROAD GOOGONG NSW
SITE LOCALITY
ACT Geotechnical Engineers Pty Ltd C8640 FIGURE 1
Proposed Development Site N
LEGEND
Location of Borehole (depth to bedrock) -
QPRC
1241 OLD COOMA ROAD GOOGONG NSW
AERIAL PHOTOGRAPH & BOREHOLE LOCATIONS
ACT Geotechnical Engineers Pty Ltd C8640 FIGURE 2
N
2A
3A
4A (1m)
1A
5A
6A (0.2m)
7A (0.3m)
8A (0.7m)
9A
10A
Expected shallow bedrock
APPENDIX A
Borehole Log 1A to 10A
SILTY SAND; fine to coarse sand, low plasticity silt, brown, dry to moist.
SILTY SAND; fine to medium sand, low plasticity silt, pale grey, dry to moist.
SILTY SANDY CLAY; medium plasticity clay, fine to coarse sand, brown, dry.
some grey, dry to moist.
SANDY CLAY; medium plasticity clay, fine to coarse sand, orange-brown, grey, somesub-angular gravels up to 20mm in size, dry to moist.
CLAYEY SAND; fine to coarse sand, low plasticity clay, grey, moist.
EXCAVATION TERMINATED AT 3.5m
LOOSE
MEDIUMDENSE
STIFF
STIFF
DENSE
SM
SM
CL
CL
SC
TOPSOIL
SLOPEWASH
ALLUVIUM
Non
e E
ncou
nter
ed
0.1
0.6
2
2.8
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
1A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, pale grey-brown, dry.
SILTY SAND; fine to medium sand, low plasticity silt, pale grey-brown, dry to moist.
SILTY SANDY CLAY/ SILTY CLAYEY SAND; medium plasticity fines, fine to coarsesand, orange-brown, dry to moist.
some grey.
SILTY SANDY CLAY; medium plasticity fines, fine to coarse sand, orange-brown,borwn, grey, some sub-rounded gravels up to 20mm in size, moist.
SILTY CLAYEY SAND; fine to coarse sand, low to medium plasticity fines,orange-brown, brown, grey, some sub-rounded gravels up to 20mm in size, moist.
EXCAVATION TERMINATED AT 3.5m
LOOSE
MEDIUMDENSE
STIFF/DENSE
STIFF TOVERYSTIFF
DENSE
SM
SM
CL
CL
SC
TOPSOIL
SLOPEWASH
ALLUVIUM
Non
e E
ncou
nter
ed
0.1
0.4
1.4
2.1
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
2A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry to moist.
SANDY CLAY; high plasticity clay, fine to coarse sand, brown, dry.
SANDY CLAY; medium to high plasticity clay, fine to coarse sand, orange-brown,brown, grey, some ferruginous nodules up to 10mm in size, dry.
dry to moist.
SANDY CLAY; medium plasticity clay, fine to coarse sand, brown, moist.
EXCAVATION TERMINATED AT 3.5m
LOOSE
STIFF TOVERYSTIFF
VERYSTIFF
VERYSTIFF
SM
CH
CL-CH
CL
TOPSOIL
ALLUVIUM
Non
e E
ncou
nter
ed
0.1
0.7
2.5
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
3A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry.
SANDY CLAY; medium to high plasticity clay, fine to coarse sand, orange-brown,some grey, dry.
grey, brown.
HW DACITE; fine to coasre grained, grey, orange-brown.
EXCAVATION TERMINATED AT 1.5mREFUSAL IN MEDIUM STRONG ROCK
LOOSE
STIFF
WEAKROCK
SM
CL-CH
TOPSOIL
RESIDUAL
BEDROCK
Non
e E
ncou
nter
ed
0.2
1
1.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
4A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry.
SILTY SAND; fine to medium sand, low plasticity silt, grey-brown, dry.
SANDY CLAY; medium to high plasticity clay, fine to coarse sand, orange-brown, dryto moist.
SILTY SANDY CLAY; high plasticity clay, fine to coarse sand, orange-brown, grey,brown, some sub-rounded gravels up to 20mm in size, dry to moist.
SILTY SANDY CLAY; medium to high plasticity clay, fine to coarse sand,orange-brown, grey, brown, some sub-rounded gravels up to 20mm in size, dry tomoist.
EXCAVATION TERMINATED AT 3.5m
LOOSE
MEDIUMDENSE
STIFF TOVERYSTIFF
VERYSTIFF
VERYSTIFF
SM
SM
CL-CH
CH
CL-CH
TOPSOIL
SLOPEWASH
ALLUVIUM
Non
e E
ncou
nter
ed
0.2
0.4
1
2.5
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
5A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry.
HW DACITE; fine to coarse grained, grey, dry.
EXCAVATION TERMINATED AT 0.3mREFUSAL IN MEDIUM STRONG ROCK
LOOSE
WEAKROCK
SM TOPSOIL
BEDROCK
Non
e E
ncou
nter
ed
0.2
0.3
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
6A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry.
SILTY SANDY CLAY; medium plasticity clay, fine to coasre sand, pale brown, dry tomoist.
HW DACITE; fine to coarse grained, grey.
EXCAVATION TERMINATED AT 0.6mREFUSAL IN MEDIUM STRONG ROCK
LOOSE
STIFF
WEAKROCK
SM
CL
TOPSOIL
RESIDUAL
BEDROCK
Non
e E
ncou
nter
ed
0.2
0.3
0.6
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
7A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry
SILTY SAND; fine to coarse sand, low plasticity silt, pale grey-brown, dry.
SANDY CLAY; medium to high plasticity clay, fine to coarse sand, brown,-grey, dry.
HW DACITE; fine to coarse grained, brown-grey.
EXCAVATION TERMINATED AT 1.3mREFUSAL IN MEDIUM STRONG ROCK
LOOSE
MEDIUMDENSE
STIFF TOVERYSTIFF
WEAKROCK
SM
SM
CL-CH
TOPSOIL
SLOPEWASH
RESIDUAL
BEDROCK
Non
e E
ncou
nter
ed
0.2
0.4
0.7
1.3
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
8A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry
SILTY SAND; fine to coarse sand, low plasticity silt, pale grey-brown, dry.
SILTY SANDY CLAY/ SILTY CLAYEY SAND; fine to coarse sand, medium plasticityfines, orange-brown, dry.
SILTY SANDY CLAY; medium plasticity clay, fine to coasre sand, orange-brown,some grey, dry to moist.
SANDY CLAY; medium plasticity clay, fine to coarse sand, dark brown, dry to moist.
CLAYEY SAND; fine to coasre sand, low to medium plasticity clay, brown, moist towet.
EXCAVATION TERMINATED AT 3.5m
LOOSE
MEDIUMDENSE
STIFF/DENSE
STIFF TOVERYSTIFF
VERYSTIFF
DENSE
SM
SM
CL
CL
CL
SC
TOPSOIL
SLOPEWASH
ALLUVIUM
Non
e E
ncou
nter
ed
0.2
0.4
1
1.4
2.3
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
9A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
SILTY SAND; fine to coarse sand, low plasticity silt, brown, some grass roots at thesurface, dry
CLAYEY SAND; fine to coarse sand, medium plasticity clay, orange-brown, dry.
SANDY CLAY; medium to high plasticity clay, fine to coasre sand, red-brown, someferruginous nodules up to 5mm in size, dry.
orange-brown, grey.
SILTY SANDY CLAY; medium plasticity fines, fine to coarse sand, orange-brown,some grey, dry to moist.
SANDY CLAY; medium plasticity clay, fine to coasre sand, brown, moist.
EXCAVATION TERMINATED AT 3.5m
LOOSE
DENSE
STIFF TOVERYSTIFF
VERYSTIFF
VERYSTIFF
VERYSTIFF
SM
SC
CL-CH
CL
CL
TOPSOIL
ALLUVIUM
Non
e E
ncou
nter
ed
0.2
0.6
1.5
2
3.5
Soil Type: Plasticity or Particle Characteristics,Colour, Secondary and Minor Components,Moisture, Structure
4.0
10A
FieldTest
Results
Excavation No.
Sheet
Con
sist
ency
orR
ela
tive
Den
sity
Surface Level : Not Known
Cas
ing
U.S
.C.S
.
GeologicalProfile
1 of 1
Gra
phic
Log
Dep
th
1.0
2.0
3.0
Dep
th
1.0
2.0
3.0
Sam
ples
Wat
er
Excavation Log
Equipment Type : JCB 3CX BackhoeExcavation Dimensions : 300mm diameter
Metres
Material Description, Structure
C8640Job No.
CLIENT: QPRC
Logged By : MD
Location : See report
Date : 6-4-17 Checked By : Date :
Geotechnical Investigation1241 Old Cooma Road, Googong, NSW
ACT Geotechnical Engineers
PROJECT
BO
RE
HO
LE/E
XC
AV
AT
ION
LO
G L
OG
S.G
PJ
AC
T G
EO
.GD
T
12-4
-17
APPENDIX B
Definitions of Geotechnical Engineering Terms
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