GEOTECHNICAL INVESTIGATION REPORT · 2017-07-14 · 1 ACT Geotechnical Engineers Pty Ltd QPRC 1241 OLD COOMA ROAD, GOOGONG, NSW GEOTECHNICAL INVESTIGATION REPORT 1 INTRODUCTION At

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


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


Jeremy Murray

Director


QPRC



APRIL 2017


QPRC



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



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.


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.


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.


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.


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”.


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.



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.


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


4.0

2A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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.


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


4.0

3A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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


4.0

4A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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 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.


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


4.0

5A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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


HW DACITE; fine to coarse grained, grey, dry.


LOOSE

WEAKROCK

SM TOPSOIL

BEDROCK

Non

e E

ncou

nter

ed

0.2

0.3


4.0

6A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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 SANDY CLAY; medium plasticity clay, fine to coasre sand, pale brown, dry tomoist.

HW DACITE; fine to coarse grained, grey.


LOOSE

STIFF

WEAKROCK

SM

CL

TOPSOIL

RESIDUAL

BEDROCK

Non

e E

ncou

nter

ed

0.2

0.3

0.6


4.0

7A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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.


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


4.0

8A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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, 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.


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


4.0

9A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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


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.


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


4.0

10A

FieldTest

Results

Excavation No.

Sheet

Con

sist

ency

orR

ela

tive

Den

sity


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


Metres


C8640Job No.

CLIENT: QPRC

Logged By : MD





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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Documents

GEOTECHNICAL INVESTIGATION REPORT · 2017-07-14 · 1 ACT Geotechnical Engineers Pty Ltd QPRC 1241 OLD COOMA ROAD, GOOGONG, NSW GEOTECHNICAL INVESTIGATION REPORT 1 INTRODUCTION At