Appendix D Geotechnical report App · MCU18/0013

Page 2

Project No. 304-2014
November, 2004

 

 

 

\

# SOIL SURVEYS ENGINEERING

Page 3

NOTES RELATING TO THIS REPORT

 

 

 

 

 

INTRODUCTION

These notes are provided by Soil Surveys Engineering
Pty Limited (the Company) to complement the
geotechnical report in regard to classification methods
and field procedures. Not all notes are necessarily
relevant to all reports.

The ground is a product of continuing natural and
man-made processes and therefore exhibits a variety
of characteristics and properties which vary from place
to place and can change with time. Geotechnical
engineering involves gathering and assimilating limited
facts about these characteristics and properties in
order to understand or predict the behaviour of the
ground on a particular site under certain conditions.
This report may contain such facts obtained by
excavation, probing, sampling, testing or
If so, they are directly

inspection,
other means of investigation.
relevant only to the ground at the place where and at
the time when the investigation was carried out.
DESCRIPTION AND CLASSIFICATION METHODS
Soils - The methods of description and classification of
soils and rocks used in this report are based on
Australian Standard 14726-1993 (Geotechnical Site
Investigations), where appropriate.
descriptions cover the following properties - soil or tock
type, colour, structure, strength or density, and
inclusions. Identification and classification of soil and
rock involves judgement and the Company infers
to the extent that is common in current

In general,

accuracy only
geotechnical practice.

Soil types are described according to the dominant
particle size and behaviour as set out in AS
1726-1993.

Cohesive soils are classified on the basis of strength
(consistency) either by use of hand penetrometer,
vane, laboratory testing oF engineering
The strength terms are defined in

shear
examination.
AS1726-1993 Table A4.

Non-cohesive soils are classified on the basis of
relative density usually based on insitu testing or
engineering examination (see AS1726-1993 Table A5).
Rocks - Rock types are classified by their geological
names (AS1726-1993 Table A6), together with

Table 1 Estimated strength descriptions given to rock

based on engineering examination

  

 

 

 

 

 

 

Extremely Weak <1.0
Very Weak 1.0-5.0
Weak 5.0-25
Medium Strong 25 - 50
Strong 50 - 100
Very Strong 100 - 250
Extremely Strong > 250

 

 

 

 

 

Ref ISRM "Suggested Methods for the Quantitative
Description of Discontinuities in Rock Masses"

descriptive terms regarding weathering (AS1726-1993
Table AQ), strength (refer Table 1

below), defects (AS1 726-1993 Table A10), etc. Where
strength testing (ie Point Loads) is carried out,
AS1726-1993 Table A8 is used. Where relevant,
further information regarding rock classification is
attached.

SAMPLING

Sampling is carried out during drilling or from other

 

excavations to allow engineering examination (and
laboratory testing where required) of the soil or rock.

Disturbed samples taken during drilling provide
information on plasticity, grain size, colour, moisture
content, minor constituents and, depending upon

sample disturbance, (information on strength and
structure).
Undisturbed samples are taken by pushing a thin

walled sample tube, usually 50mm diameter (U50), into
the soil and withdrawing it with a sample of the soil
contained in a relatively undisturbed state. Such
samples yield information on structure and strength,
and are necessary for laboratory determination of
shear strength, volume change potential and
compressibility. Undisturbed sampling is generally
effective only in cohesive soils.

Details of the type and method of sampling used are

given on the attached logs.

 

 

 

NOTEREP.SAM

SO

SOIL SURVEYS ENGINEERING

Page 4

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INVESTIGATION METHODS
The following is a brief summary of investigation
methods currently adopted by the Company and some
comments on their use and application.
Test Pits - These are normally excavated with a
backhoe or a_ tracked excavator, allowing close
examination of the insitu soils if it is safe to descend
into the pit. The depth of penetration is limited to about
3m for a backhoe and up to 6m for an excavator.
Limitations of test pits are the problems associated
with disturbance and difficulty of reinstatement and the
consequent effects on close-by structures. Care must
be taken if construction is to be carried out near test pit
locations to either properly recompact the backfill
during construction or to design and construct the
structure so as not to be adversely affected by poorly
compacted backfill at the test pit location.
Hand Auger Drilling - A borehole of 50 to 100mm
diameter is advanced by manually operated
equipment. Refusal of the augers can occur on a
variety of materials such as hard clay, gravel or rock
fragments and does not necessarily indicate rock level.
Continuous Spiral Flight Augers - The borehole is
advanced using 75 to 300 mm diameter continuous
spiral flight augers, which are withdrawn at intervals to
allow sampling or insitu testing. This is a relatively
economical means of drilling in clays and in sands
above the water table. Samples are returned to the
surface by the flights or may be collected after
withdrawal of the augers. Information from the drilling
(as distinct from specific sampling) is of relatively lower
reliability due to remoulding, inclusion of cuttings from
above or softening of samples by groundwater, or
uncertainties as to the original depth of the samples.
Augering below the groundwater table has a lower
reliability than augering above the water table. Various
drill bits are attached to the base of the augers during
the drilling. The depth of refusal of the different bit
types can provide information as to the strength of the
material encountered. Generally two different bit types
are used. The 'V' bit is a V shaped steel bit and the
/ ‘TC' bit is a tungsten carbide tipped screw type bit.
Wash Boring - The borehole is usually advanced by a
rotary bit with water or fluid pumped down the hollow
drill rods and returned up in the space between the

rods and the soil or casing, carrying the drill cuttings.
Only major changes in stratification can be determined
from the cuttings, together with some information from
“feel” and rate of penetration. More accurate
information on soil strata is gained by regular testing
and sampling using the Standard Penetration Test
(SPT) and undisturbed thin walled tube samples (U50).
Mud_ Stabilized Drilling - Either Wash Boring or
Continuous Core Drilling can use drilling mud as a
circulating fluid to stabilize the borehole. The term
"mud" encompasses a range of products ranging from
bentonite to polymers such as Revert or Biogel. The
mud’ tends to mask the cuttings and_ reliable
identification is only possible from regular intact
sampling (eg. from SPT and U50 samples) or from
rock coring, etc.

Continuous Core Drilling - A continuous core sample
is obtained using a diamond or tungsten carbide
tipped core barrel. Provided full core recovery is
achieved (which is not always possible in very weak
rocks and granular soils), this technique provides a
very reliable method of investigation. In rocks, NMLC
coring (nominal 52 mm diameter) is usually used with
water flush. The length of core recovered is compared
to the length drilled and any length not recovered is
shown as CORE LOSS. The location of losses is
determined on site by the supervisor. If the location of
the loss is uncertain, it is placed at the top end of the
run, when the core is placed in a storage tray and
recorded on the log.

Standard Penetration Tests - Standard Penetration
Tests (SPT) are used mainly in non-cohesive soils, but
can also be used in cohesive soils, as a means of
indicating density or strength. The test procedure is
described in Australian Standard 4289, "Methods of
Testing Soils for Engineering Purposes" - Test 6.3.1.
The test is carried out in a borehole by driving a 50mm
diameter split sample tube with a tapered shoe, under
the impact of a 63 kg hammer with a free fall of 760

mm. It is normal for the tube to be driven in three
'N' value is

 

successive 150 mm increments and the
taken as the number of blows for the last 300 mm, the
upper 150 mm_ being neglected due to possible
disturbance from the drilling method. in dense sands,
very hard clays or weak rock, the full 450 mm

 

 

NOTEREP.SAM

SOIL SURVEYS ENGINEERING

Page 5

-3-

 

penetration may not be practicable and the test is

discontinued at a reduced penetration.

In the case where full penetration is obtained with

successive blow counts for each 150 mm of, say 4, 6

and 7 blows, the record shows,

4,6,7 N=13

In a case where the test is discontinued short of full

penetration, say after 15 blows for the first 150 mm
and 30 blows for the next 40 mm, the record shows:

15, 30/40mm

The results of the test can be related empirically to the

engineering properties of the soil.

Occasionally, the drop hammer is used to drive 50mm

diameter thin walled sample tubes (U50) in clays. In

such circumstances, it is noted on the borehole logs.

A modification to the SPT test is where the same

driving system is used with a solid 60° tipped steel

cone of the same diameter as the SPT hollow sampler.
The solid cone can be continuously driven for some

distance in soft clays or loose sands, or may be used
where damage would otherwise occur to the SPT. The
results of this Solid SPT are shown as "N" on the
borehole logs, together with the number of blows per
450 mm penetration.
Cone Penetration Tests - Test Method - Cone
Penetration Tests (CPT) are carried out in accordance
with AS 1289 Test 6.5.1-1977, using an electrical
friction-cone penetrometer.
The test essentially comprises the measurement of
resistance to penetration of a cone of 35.7 mm
diameter pushed into the soil at a rate of 10-20 mm per
second by hydraulic force. The resistance to
penetration is recorded in terms of pressure on the end
area of the cone (cone resistance, Ge in MPa) and
friction on the side of the 435 mm long sleeve
immediately above the top of the cone (friction
resistance, f., in KPa). These forces are measured by
electrical transducers (strain gauges) within the cone
device. The ratio between friction resistance and cone
resistance is also calculated as a percentage, ie.-
Friction Ratio (FR) = eee ence a¢ GPa) clon Resistance fe (7-102
The friction ratio, FR, is generally low in sands (less
than 1% or 2%) and generally higher in clays (say 3%
or more). The interpretation of sandy clays, clayey
sands and material with a high silt content is more

difficult, but intermediate values (between 1% and 3%)
would be expected. Highly organic clays and peats
generally have a friction tatio in excess of 5%.

Static cone data is recorded in the field on disc for later
presentation using computer aided drafting.

The equipment can be operated from any conventional
drill rig. A total applied load in the range of 4 to 10
tonnes is required for practical purposes, although
lighter loads may be used. The cone penetrometers
are available with various capacities of cone resistance
ranging up to 100 MPa for general purpose
investigations, while a range of 0 to 10 MPa can be
used where more sensitive investigations of soft clay
are required.

The cone resistance value provides a continuous
measure of soil strength or density, and together with
the friction ratio, provide very useful indications of the
presence of narrow bands of geotechnically significant
layers such as thin, soft clay layers or lenses of sand
which might otherwise be missed using conventional
drilling methods.

The lithology of the encountered soils is interpreted
from static cone data and is generally presented on the
static cone log sheets.

It is important to note that the lithology is interpreted
information and is based on research by Schmertmann
(1970), Sanglerat (1972), Robinson and Campinalli
(1986), modified to suit local conditions as indicated by
borehole information and laboratory testing.

As soils generally change gradually it is sometimes
difficult to accurately describe depths of strata
changes, although greater accuracy is obtained with
the static cone compared with conventional drilling. In
addition, friction ratios decrease in accuracy with low
cone resistance values, and in desiccated soils. As a
result, some overlap and minor discrepancies may
exist between static cone and nearby borehole
information.

Portable Dynamic Cone Penetrometers - Portable
Dynamic Cone Penetrometer (DCP) tests are carried
out by driving a rod into the ground with a falling weight
hammer and measuring the blows for successive

400mm increments of penetration.

 

 

 

 

NOTEREP.SAM

SOIL SURVEYS ENGINEERING

Page 6

-4-

 

 

 

The DCP comprises a Cone of 20 mm diameter with
30 degree taper attached to steel rods of smaller
section.

The cone end is driven with a 9 kg hammer falling 510
mm (AS. 1289 Test 6.3.2). The test was developed
initially for pavement subgrade investigations, and
empirical correlations of the test results with California
Bearing Ratio have been published by various Road
‘authorities. The Company has developed their own
correlations with Standard Penetration tests and
Density Index tests in sands.

LOGS

The borehole or test pit logs presented herein are an
engineering and/or geological interpretation of the
subsurface conditions, and their reliability will depend
to some extent on the frequency of sampling and the
method of drilling or excavation. Ideally, continuous
undisturbed sampling or core drilling will enable the
most reliable assessment but is not always practicable
or possible to justify on economic grounds. In any
case, the boreholes or test pits represent only a very
small sample of the total subsurface conditions.

The attached explanatory notes define the terms and
symbols used in preparation of the logs.

Interpretation of the information shown on the logs,
and its application to design and construction, should
therefore take into account the spacing of boreholes or
test pits, the method of drilling or excavation, the
frequency of sampling and testing and the possibility of
other than “straight line” variations between the
boreholes or test pits. Subsurface conditions between
boreholes or test pits may vary significantly from
conditions encountered at the borehole or test pit
locations.

GROUNDWATER

Where groundwater levels are measured in boreholes,
there are several potential problems.

«Although groundwater may be present in lower

 

permeability soils, it may enter the hole slowly or
perhaps not at all during the time the hole is open.

+A localized perched water table may lead to an
erroneous indication of the true water table.

+Water table levels will vary from time to time with
seasons or recent weather changes and may not be
the same at the time of construction.

NOTEREP.SAM

~The use of water or mud as a drilling fluid will mask
any groundwater inflow. Water has to be bailed out of
the bore and mud must be washed out of the hole or
"reverted" if water observations are to be made.

More reliable measurements can be made by use of
standpipes which are read after stabilizing at periods
ranging from several days to perhaps weeks for low
permeability soils. Piezometers, sealed in a particular
stratum, may be advisable in low permeability soils or
where there may be interference from perched water
tables or surface water.

FILL

The presence of fill materials can often be determined
only by the inclusion of foreign objects (eg. bricks,
steel, etc.) or by distinctly unusual colour, texture or
fabric. Identification of the extent of fill materials will
also depend on investigation methods and frequency.
Where natural soils similar to those at the site are used
for fill, it may be difficult with limited testing and
sampling to reliably determine the extent of the fill.
The presence of fill materials is usually regarded with
caution as the possible variation in density, strength
and material type is much greater than with natural soil
deposits. Consequently, there is an increased risk of
adverse engineering characteristics or behaviour. If
the volume and quality of fill is important to a project,
then frequent test pit excavations are preferable to
boreholes.

LABORATORY TESTING

Laboratory testing is normally carried out in
accordance with Australian Standard 4289 "Methods of
Testing Soil for Engineering Purposes". Details of the
test procedure used are given on the individual report
forms and the attached explanatory notes summarize
important aspects of the Laboratory Test Procedures
adopted.

ENGINEERING REPORTS

Engineering reports are prepared by qualified

personnel and are based on the information obtained
tation

 

and on current engineering standards of interpre’
and analysis. Where the report has been prepared for
a specific design proposal the information and
interpretation may not be relevant if the design
proposal is changed. If this happens, the Company

 

SOIL SURVEYS ENGINEERING

Page 7

-5-

 

 

 

 

will be pleased to review the report and the sufficiency

of the investigation work.

Every care is taken with the report as it relates to

interpretation of subsurface conditions, discussion of

geotechnical aspects and recommendations or

suggestions for design and construction.
ent a very small

Since the
test sites in any exploration repres
proportion of the total site and since the exploration
only identifies actual ground conditions at the test
sites, even under the best circumstances actual
conditions may vary from those inferred to exist. No
responsibility is taken for:-

- Unexpected variations in ground and/or groundwater
conditions.

«Changes in policy or interpretation of policy by
statutory authorities.

* The actions of other persons.

+Any work where the company is not given the
opportunity to supervise the construction using the
Companies designs/recommendations.

If differences occur, the Company will be pleased to
assist with investigation or advice to resolve any
problems occurring.

SITE ANOMALIES

In the event that conditions encountered on site during
construction appear to vary from those expected from
the information contained in the report, the Company
requests that it immediately be notified. Most
problems are more readily resolved when conditions
are exposed than at some later stage, well after the
event.

REPRODUCTION OF INFORMATION FOR
CONTRACTUAL PURPOSES

Attention is, drawn to the document "Guidelines for the
Provision of Geotechnical Information in Tender
Documents", published by the Institution of Engineers,
Australia. | Where information obtained from this
investigation is provided for tendering purposes, it is
ied that all information, including the written
In

recommend:
report and discussion, be made available.
circumstances, where the discussion or comments
section is not relevant to the contractual situation, it
may be appropriate to prepare a specially edited
document. The Company would be pleased to assist

 

in this regard and/or to make additional report copies
available for contract purposes at a nominal charge.
REVIEW OF DESIGN

Where major civil or structural developments are

 

proposed or where only a limited investigation has
been completed or where the geotechnical conditions/
constraints are quite complex, it is prudent to have a
joint design review which involves a_ senior
geotechnical engineer. We would be happy to assist
in this regard as an extension of our investigation
commission.

SITE INSPECTION

The Company will always be pleased to provide

engineering inspection services for geotechnical

 

aspects of work to which this report is related.
i)
ground conditions
ii)
personnel in identifying various soil/rock types such as
appropriate footing or pier founding depths, the
stability of a filled or excavated slope; or

ii) Full-time engineering presence on site.

In the vast majority of cases it is advantageous to the
principal for the geotechnical engineer who wrote the
investigation report to be involved in the construction

Site visits during construction to confirm reported

Site visits to assist the contractor or other site

stage of the project.

 

 

 

NOTEREP.SAM

SOIL SURVEYS ENGINEERING

Page 8

  
     

 
   

LEGEND SHEET

   
   

=. Soil Surveys Engineering Pty. Limited

    

.  Consubiing Geotechnical engineots
AGN 054 043 634
‘eral betsbano@sots coma
Level 2.19 Finchley Street Unit 939 Lawcence Dr * 14 Production Avs
Matton ait Kawana Waters Q 4578
PO Box 317 PO Box 2011 PO Box2
O21 Buddies Q 4578
PRET 7 5499 1739
Facet 7 5493 2037

  
    
  
 

Information ;
ING TYPES Graphic Legend

      
      
   
   
   
   
  
      
    

    

DRILL

ropen hole diiling using augers and a steel "V7 bit

TC - open hole idling using augers and a Tungsten Carbide bit
WB - wash boring using a drag or blade bit :

RR- wash boring using a rock roller bit

(CH - CLAY of high plasticity

  
 

CI- CLAY of intermediate plasticity
CL- CLAY of low plasticity
MH - SILT of high plasticity
MI- SILT of intermediate plasticity
ML- SILT of low plasticity

Pt-PEAT

  

OH - Organic SILTS and CLAYS of high
plasticity

OL - Organic SILTS and CLAYS of low
plasticity

SC- Clayey SAND

       

$- strong 24 to 70 MPa
VS- very strong 70 to 240 MPa

 

   
        
 
 
  
  
 
 
  

SM - Silty SAND

 

Peeipore recovery in each run expressed as a %
Reb - Rock Quality Descripfion expressed as a %

Defect Description

3.00m;J45;p,s,0,2

     
   

SP ~ poorly graded SAND

    
 

SW - Well graded SAND

  
   
 

GC- Clayey GRAVEL
angle with the core axis;planatity roughness,aperture, infill

  
    
 

    
     

 
  
 

Depth in metres; Defect Type and
Defect Type Plananity Rou: Aperture Infill * GM- Silty GRAVEL
tet p- Planar s- Smooth o- Open z- Clean
- Foliation s-Sub-planar_r-Roug c- c- Clay -
B- Bedding ¢ Curtinear v- Very Rough q- Quartz GP - poorly graded GRAVEL
V-Vein u-Undulafing I- Slickensides k- Calcite
w- Weathered Rock GW -well graded GRAVEL

 
  

(- Limonite

  
     
 
   
  
  

Fill
Core loss

Phyilite

     
 
   
   
 
      
   
 
   

USO (50)
PP =500 kPa Pocket penetrometer reading

VS
1,305 :25

Water Intersections

rrr Weser sede
“Hor Wates fst noted

"Testing Results

Corrected Point Load Test Result
1350-4 (A) A-Aatal, D -Diamatrat

ISSUE No. 1.1 08/10/97 RS005

Page 9

Project No. 304-2014
November, 2004

 

 

 

# SOL SURVEYS ENGINEERING

Page 10

 

AGN, 054

 

Soil Surveys Engineering Pty. Limited

Consulting Geotechnical engineers RPECQ No. 195
043 631

email [email protected]
Level 2 19 Finchley Street
4064

Yor esotayrence Or Peni sory Borehole Number: 1
Rocang O21 Boudin © 4578 :
Bnet £59,1gz0, PO 7 S469 1739 Project Number : 304-2014

Project Name : Proposed Residence

BOREHOLE RECORD SHEET

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

/ tion : 26 Arakoon Cres., Sunshine
Easting : Northing : RL: Location Beach
ient : G & E Poole Design Compa:
Logger: SW Driller: SW Drilling Rig : GemcoHP7 Client s pany
Date : 02/11/2004 Page : 1
Drilling Method 2
S72} Depth 6 Description Samples and

>lelelele is 6 Remarks
- SAND (SP) Loose, fine to medium grained, grey brown. 4
- 0.30 7
- SAND (SP) Medium dense, fine to medium grained, mottled brown. 4
F 10 4
P | SPT q
s 5,7,10 4
2.0 N=17 a
i 2.50 i
- SAND (SP) Medium dense, fine to medium grained, brown. 4
+ 3.0 4
= | SPT 7
a 4,711 4
— N=18 4
- 3.80 q
r- 40 SAND (SP) Very dense, fine to medium grained, dark brown, moist, 4
[ (indurated). J
- J SPT I
a 5,20/100mm. 4
5.0 —J
C 5.70 q
- 60 SAND (SP) Very dense, fine to medium grained, dark brown red orange, moist. q
_— ae sa
- 17,20/70mm q
P70 4
= J SPT —_
= 16,20/70mm, 4
F 8.0 =
a 8.80 q
9.0 SAND (SP) Very dense, fine to medium grained, orange brown, moist. 7
- J Daoniomm 4
I 10.0 10.00 4

 

 

COMMENTS

1) Groundwater not observed.

f
Approved the

Date : Srp fe joy

ISSUE No. 1.1 08/10/97 RSO07A

 

 

 

Page 11

 

 
   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Soil Surveys Engineering Pty. Limited BOREHOLE RECORD SHEET
Concuiting Geotechnical engineers = RPECQ No. 195
email [email protected]
aS, ieearapgenersied UnasimraneOr I hustan Ae, Borehole Number: 1
Pesaran 0 4064 Nevarag ©4241 Bersina @ 4578 :
(Gece S00 0800 Pee eeeNSohs — Fanct 7 9400 2057 Project Number : 304-2014
Project Name : Proposed Residence
ion: 26 Al - hi
Easting: Northing : RL: Location rakoon Cres., Sunshine Beach
| ient : G&EP i
Logger: SW Driller: SW__ Drilling Rig : GemcoHP7 Client & E Poole Design Company
Date : 02/11/2004 Page: 2
Drilling Method 2
T Ole Descripti Samples and
slelelelele Depth & escription Remarks
- “| SAND (SP) Very dense, fine to medium grained, orange brown, moist. q
1 - q
a I SPT J
1 16,20/100mm. 4
11.0 4
12.0 7
- 12.00 Borehole 12.00m SET am q
| - Terminated 4
13.0
- 14.0 4
| - 4
15.0 =
| — q
- 16.0 =
i - q
47.0 a
7 nu 4
- 18.0 _
, i 4
- 19.0
1 - q
I F 20.0 4
COMMENTS
1) Groundwater not observed. i.
po ae
Date : : fe @
ISSUE No. 1.1 08/10/97 RS007B

 

 

 

Page 12

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

[ Soil Surveys Engineering Pty. Limited BOREHOLE RECORD SHEET
Congulting Geotechrical engineers APEGG No. 195
RCN 054 048 631
Email [email protected] au
Lore 219 figtey Stet Unt 9.2BLayraneeOr | Preten S g Borehole Number: 2
Peosiegton © 4064 Rorang 64011 Boosie 0 4578 .
Pas ee, CO eee aa daar Project Number : 304-2014
Project Name : Proposed Residence
/ ion: 26 Arakoon Cres., hi
¥ casting: Northing : AL: Locatio Arakoon Cres., Sunshine Beach
i : G & E Poole i m
Logger: SW Driller: SW__Drilling Rig: GemcoHP7 Client ‘cole Design Company
Date : 02/11/2004 Page : 1
Drilling Method 2
9 Depth S Description Samples and
23 oP § p Remarks
- SAND (SP) Loose, fine to medium grained, grey brown. 4
= 0.50 aa
C SAND (SP) Medium dense, fine to medium grained, light brown. 4
1.0 4
- | SPT q
— 47,11 q
2.0 N=18 4
- 2.80 q
- 3.0 SAND (SP) Medium dense, fine to medium grained, brown, moist. 4
E | SPT q
a 5,8,10 4
[ 3.50 N=I18 4
= SAND (SP) Very dense, fine to medium grained, dark brown, moist, 4
- (indurated). 4
- 40 7
- | SPT _
- 16,20/110mm
50 q
6.0 SPT
ib AA bortiomm 4
= 6.50 —
c SAND (SP) Very dense, fine to medim grained, red orange brown. 7
P70 J
E J SPT a
— 18,20/80mm 4
8.0 _7
= 8.50 _
- SAND (SP) Very dense, fine to medim grained, brown. 7
F 99 =
a J SPT 4
~ 15,20/100mm
10.0 10.00 a"
COMMENTS
1) Groundwater not observed. /
Approved.’ Ga“C-
| Date : Qyfre yp er
L ISSUE No. 1.1 08/10/97 RSOO7A

 

 

 

 

Page 13

 

Soil Surveys Engineering Pty. Limited BOREHOLE RECORD SHEET

 

 

 

 

 

 

 

Consulting Geotechnical engineers RPECO No. 195.
AN [email protected] au
yeaa Seat Yaosouraner Fae arg Borehole Number: 2
Pecan 0 4064 Nerang 2243 Bonsine 0 4578 .
Pcex'7 3560 6600 Peet Peet, Facet 7 oae0 2857 Project Number : 304-2014
Project Name : Proposed Residence
Location : 26 Arakoon Cres., Sunshin
Easting : Northing : RL: cation on Cres., Sunshine Beach
ient : G & E Poole Design Com
Logger: SW Diller: SW__ Drilling Rig : GemcoHIP7 Clien Poole Design Company
Date : 02/11/2004 Page : 2
Drilling Method 2g
| g S Descripti Samples and
>Jelelel2 7 Depth g scription termarke
- SAND (SP) Very dense, fine to medim grained, brown. 7
| - J
- ‘J SPT a
i 18,20/80mm_ 4
' _— =
440 ~~ 41.00 q
- SAND (SP) Very dense, fine to medim grained, orange brown. 4
| P 4
I 12.0 q
- 12.00 Borehole 12.00m SET im 4
- Terminated 4
1 — sz
- 13.0 q
| E a
{ - 4
F 14.0 7
| E q
1 a q
15.0 —
| = 4
| r 16.0 4
17.0 4
| 18.0 _
- 19.0 3
20.0 x

 

 

 

 

 

 

 

 

 

 

COMMENTS

1) Groundwater not observed.

 
  

Approved :
Date :

 

ISSUE No. 1.1 08/10/97 RS007B

 

 

Page 14

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

|

 

[ Soil Surveys Engineering Pty. Limited HAND AUGER RECORD SHEE
Consulting Geotechnical engineers APECO No, 195
KEN Osh088 083
Srnal [email protected] au
seta torentiey Ses Unit 999 Lawrence Dr 11 Production Ave Hand Auger Number -HA3
1 po boxst7 powxzn Poe store
on Nong Q.2211 Bosdina 0 4578 .
Reena ee, Emenee tage, PRET e, Project Number: 304-2014
| Project Name : Proposed Residence
. cation : 26 Arakoon Cres., Sunshine Be:
Easting : Northing : RL: Locatio n Cres., oul © Beach
lient : G & E Poole ign Compan
| Logger: GS Machine: Hand Auger Clien & ‘oole Design Company
Date : 02/11/2004 Page : 1
T 2 DCP Test
Depth S Description (blows/100mm) Samples and
6 5 10 15 20 25 Remarks
Bees FILL Gravelly SAND (SP) Dense, fine to medium grained, grey, fine — ot 4
0.30 to coarse size gravel, moist. : ' ‘ ‘ ' q
FILL Clayey Gravelly SAND (SC) Medium dense to dense, fine to rororoor a
= medium grained, grey yellow red brown, fine to medium size gravel, food a
- 0.85 low plasticity fines, nodules of ironstone sand. H ‘ =
i a 1 1 Ss
P10 NATURAL SAND (SP) Medium dense, fine to medium grained, pale grey, tone I
Ec moist. Hott 7
FE po 5
20 Poi q
E to sz
s0 - 4
E 360 i :
— Hand Auger 3.60m hott 4
4.0 Terminated hod 4
EF toy 4
E oad 4
P50 hid 4
E ann E
F 60 Piedad =
3 Pid i 4
F 70 oon 3
FE Ph bd 4
F280 Pha da 4
E Obs 4
f° Pb | a
E 10.0 Pb | 4
COMMENTS a
| 1) Groundwater not observed. fi a
Approved fin ____
Date : fayley

ISSUE No. 1.1 08/10/97 RSOO6A

U

 

 

Page 15

 

 

 

 

 

 

   

 

 

 

 

 

  

 

 

 

 

Soil Surveys Engineering Pty. Limited HAND AUGER RECORD SHEE
Corsuting Geotechnical engineers RPECQNo. 195,
REN Bowsear
A bncbane  sotsurveys.com au
gaa geet Se osplmrees Paging Hand Auger Number :HA4
Pesan a 4068 Novang 2211 [email protected] Pa Smee, Eis Ns Project Number: 304-2014
Project Name : Proposed Residence
' i, “ :
: A “9
Easting : Northing : RL: Location 26 Arakoon Cres., Sunshine Beach
Logger: GS Machine: Hand Auger Client : G & E Poole Design Company
Date : 02/11/2004 Page : 1
2 DCP Test
Depth $ Description (blows/100mm) Samples and
6 5 10 15 20 25 Remarks
- NATURAL SAND (SP) Medium dense, fine to medium grained, grey, dry. ' toyed 4
é 0.35 Pop ed oq
— SAND (SP) Medium dense, fine to medium grained, pale grey, moist. roror ott q
[ 10 fo q
E fot q
E 20 Dl a
F 30 a a
— 3.30 ; s
E Hand Auger 3.30m : ‘
= Terminated ' ' aa
+0 a =
E ! 4
p50 Pi 3
F 60 Pa a
F 70 Pei 4
FE Pdi 4
fF 80 Pd =
90 pi iad =
10.0 Pt |
COMMENTS

1) Groundwater not observed.

 

‘f
Approved a fel
Date: __/ 2) /% | PF

ISSUE No. 1.1 08/10/97 RSO06A

7

 

 

Page 16

Project No. 304-2014
November, 2004

 

 

 

# SOUL SURVEYS ENGINEERING

Page 17

 

 

 

s
\ \ new position of contour 20 500 \
\ \ to accomodate site storm water § t

 
    
 
 
 

proposed re-alignment of sewer run absorption area \

existing sewer run '
existing positionof Sop 191

existing sewer run contour 20 500 :

   

sewer easment

  
 
    
 

 

Fu

proposed roof deck :

 

 

   

   

 

 

existing edge of bitumen

nnn OL

 

  

 

 

conc. KG

up ~-proposed pool”

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 

 

 

 

GF Soil Surveys

SOIL SURVEYS ENGINEERING PTY LIMITED
CONSULTING GEOTECHNICAL ENGINEERS

 

SITE PLAN - PROPOSED RESIDENCE

 

 

 

 

 

26 ARAKOON CRESCENT

SUNSHINE BEACH

DRAWN DATE CHECKEY, DRAWING NO.
R.M. 22.11.2004 Tod. 304-2014-01