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Development Application Part 2 of 2 - Plans and Slope Stability Assessment - OPW13/0022
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Plans and drawings
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THIS IS THE NEXT PART OF A
MULTIPLE PART RECORD
Part 2 Of ~
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Full text of the other 15 sections
Section 2
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PA VEMENT SPECIFICATIONS:
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TYPE DESCRIPTION ASSUMED CBR DESIGN ESA
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175mm thick N32 Concrete reinforced with SL82 fabric (60 tel
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EARTHWORKS NOTES:
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1. Earthworks shall be in accordance with job specifications and AS EARTHWORKS
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Copyrigh: Inthev.flOleand fN8f’y part 01 this drawing beIc:n;S Ie Designed
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APPROVAL
Date
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SIGNATURE: Ch(t~ k6 23/0312012 EARTHWORKS AND ROADWORKS Date Sule Size
nn docunenl i. produoed by Cerdne (Old)~lid soIlor the
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SUNSHINE COAST OFFICE: Level 1, 9 Maud Street Maroochydore, Qld 4558
,nponaillrty Of liabiWIy whetloeYel lID 1Irt,’ ttird pel’ty arislngru 01 ROADWORKS PLAN AND LONGITUDINAL
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Jl ’F. ’Howard
Date
11/01/2013 SECTION
242001-001
j Rev Date Description Drawn Appr.
10 20 30 40 50 60 10 eo 90 100 110 120 130 140 150111111 ON A 1 ORIGINAL
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C&rdno (Old)Ply Lid and rrey rot be used. sold. Il’ar.rerred. oopied 01’ M. ?!1m 23/0~1io12 2 LOT SUBDIVISION APPROVAL
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reptoduoed in whole or in part in 8l1( manner Of rorm Of on any me RPEQ No.: 7844 DATE: 11/01/2013
411 BLACK PINCH ROAD, COOTHARABA
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to any pefSOn other thllln bj ageement with carano (Old)Ply lid.
SIGNATURE: Chq.k~ie 23/0312012 EARTHWORKS AND ROADWORKS Date jDatum Size
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TN,docurTent Is p-odwed by cararo (Old)P1y lid solely b tt.
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Ruiewtd Datt 23/0312012 I
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SUNSHINE COAST OFFICE: Level 1 .
9 Maud Street Maroochydore. aid 4558
letaIner Cafdno(Old)Ptyltddoetnotandst’elnot.....,.tInf
tesponsibiity Of lieb~1y whatsoever
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1i, 7=. 1-fowar q. ’Fie 11/01/2013 Drawing Number Revision
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Jl ’F. t/owarl
Date
11/01/2013 DRIVEWAY CROSS SECTIONS
242001-002
~ Rev Date Description Drawn Appr.
10 20 30 40 sa 60 10 80 90 100 110 120 1)0 140 150111m ON A 1 ORIGINAL
Section 5
..
<.r)Cardno
BoWLER
Shaping the Future
Our Ref 10360ds.12
Contact David Stirling
Cardno Bowler Pty Ltd
ABN 74128 806 735
6 March 2012 PO Box 253
1 Fox Road
Acacia Ridge Qld 4110
Gavin Fields Australia
Cardno (Old)Pty Ltd
Phone: 61 7 3320 8500
E: [email protected] Fax: 61 733208599
www.cardnobowler.com.au
Dear Gavin
[email protected]
SLOPE STABILITY ASSESSMENT
BLACK PINCH RD, COOTHARABA
1.0 INTRODUCTION
As requested, a slope stability assessment was carried out at the above site in order to
determine if areas within or near the proposed dwelling exhibit any evidence of previous or
potential instability which may prevent the construction of the proposed structures or
earthworks.
It is proposed to construct a residential dwelling at the above site. The site is currently used for
grazing.
2.0 SITE DESCRIPTION
The proposed building area was on a site situated at the end of Black Pinch Road, Cootharaba.
The site for the proposed dwelling was on a small ridgeline towards the top of a hill. .
The
ridgeline sloped down towards the southeast at about 20%.
The proposed dwelling area was well grassed and sloped down towards the south at 20%. The
building area was generally clear with only a couple of small trees noted. Some large trees
existed around the proposed building area.
From the top of the proposed building area, the ground sloped down off the ridgeline towards
the south at 20%. This th.en decreased to about 12% before again increasing to 23%-27%.
The ground on the other side of the ridgeline graded down to the west at 11 % increasing to 30%
and 26% further to the southeast.
Figure 1 provides ail indication of slopes at the proposed site.
Refer to Plates 1 to 3 for typical site conditions encountered during our investigation.
"^-
Queensland Acacia Ridge
. . Caims .Townsville Mackay
. Moranbah
. Rockhampton. Bundaberg NATA
Sunshine Coast .Geebung Ipswich
. Gold Coast New South Wales Sydney
. . Newcastle Victoria .
Bendigo .Dandenong Tullamarine .
.
Geelong
.
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---
Section 6
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2
<.J":) BOWLER
Carclno
7 March 2012
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PLATE 1: VIEW OF HOUSE SITE LOOKING SOUTHWEST FROM TP1
PLATE 2: VIEW OF SITE LOOKING SOUTH
M:\WorklJOBFILESIl 0360\1 036Ods.12.doc.
Section 7
3
<.r> BOWLER
Carclno
7 March 2012
PLATE 3: VIEW OF SITE LOOKING NORTHEAST
3.0 INVESTIGATION WORK
A total of 2 test pits were carried out at the locations shown on the attached Figure 1 .
The borehole logs in Annex A should be referred to for the detailed description of material
encountered at each investigation location. A summary is detailed in the table below.
Table 1: Summary of Subsurface Strata
-- - --
- -
Soil Descriptions/De th m
TPNo TOPSOIL TO
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Natu’!!.__
--I Weathered
Rock
Sandy Clay/Clayey Sand Sandy Silty clay
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Clay/Claye I
ySand
1 0.0-0.4 0.4-0.6 0.6-1.0 1.0-TO 1.70
2 0.0-0.3 0.3-0.6 0.6-0.9 0.9-TO 1.40
NOTES:
a) All depths measured in metres below ground level at the time of the investigation.
b) TD = Termination Depth
No groundwater was encountered in any of the boreholes. However, seepage may occur along
the soil/rock interface during and after periods of wet weather.
In addition to the above, an Emerson Class test and a soil classification test were carried out to determine
the dispersivity and nature of the natural clay present on site for possible future use for a dam. The results of
this laboratory testing are provided in the table below.
M:\WorklJOBFlLESIl 0360\1 036Ods.12.doc,
Section 8
4
<.J:)CarclnD
BOWLER
7 March 2012
Table 2: Summary of Lab Testing
- - - - -
Soil Classification/Emerson Class Number ,
TPNo Depth Clay/Silt Plasticity Linear Liquid Limit Emerson
(%) Index (%) Shrinkage (%) (%) Number
I
2 0.4-0.6 I 75 I 29 I 11.5 I 32 I 2
The fieldwork exercise aiM included a structural mapping operation of the site and nearby land, by a
geotechnical engineer from this office, on the 9 February 2012, and included mapping of the area for the
following;
Slope angles
. Observe existing vegetation
. Note any evidence of seepage
Note any evidence of soil creep
. Note any evidence of previous slips
.
Geological features
A desktop study was also carried out of published literature of the slope stability over the area to establish
the potential risk of instability as well as likely geology of the site.
4.0 GEOTECHNICAL ASSESSMENT
This assessment was restricted to the captioned site and nearby surrounding land.
The 1 :250 000 Geological Series Map of Gympie indicated the site contained rock from the Myrtle Creek
Sandstone comprising sandstone, shale, siltstone and conglomerate.
The Sunshine Coast Regional Council overlay maps indicated the site to be surrounded by landslide hazard
areas but that the proposed house location was not in a landslide hazard area (refer Figure 2).
There were no signs of any previous or existing slips within or surrounding the proposed house location.
A quantitative hazard rating has been assigned to the site, the results of which provided a relative frequency
of 0.21 for the natural strata at the proposed locations. This indicates the site has a ’low’ likelihood of
instability. Refer to the Table 2 below for typical implications with respect to site ’risk’level.
Table 2: Risk Level Implications
Risk Level Exam Ie Implications 1
VH VERY HIGH RISK Extensive detailed
investigation and research,
planning andimplementation of treatment options
essential to reduce risk to acceptable levels; may be
-
too expensive and not practical
H HIGH RISK Detailed investigation, planning and implementation of
treatment options r quired to reduce risk to acceptable
levels
M MODERATE RISK Tolerable provided treatment plan is implemented to
maintain or reduce risks. May be accepted. May
require investigation and planning of treatment
options.
L LOW RISK Usually accepted. Treatment requirements and
responsibility to be defined to maintain or reduce risk.
VL VERY LOW RISK Acceptable. Manage by normal slope maintenance
procedures.
M:IWorkVOBFILESII 036011036Ods.1 2.doc.
Section 9
5
<.f): Carclno
BOWLER
7 March 2012
Notes:
(1) The implications for a particular situation are to be determined by all parties to the risk assessment;
these are only given as a general guide.
(2) Judicious use of dual descriptors for Likelihood, Consequence and Risk to reflect the uncertainty of
the estimate may be appropriate in some cases.
Bedrock was encountered at generally shallow depths.
Slopes around the site varied from a gentle natural gradient up to 30%.
There were no signs of any previous or existing slips.
The site should be stripped of any topsoil containing organic matter from the cut and fill areas, and stockpiled
for later use, if required. A stripping depth in the order of 0.2m is indicated from the information gathered at
the investigation locations to remove the topsoil containing organic matter.
No colluvium was encountered at the pit locations. However, if colluvium is encountered during the major
earthworks, all colluvium must be removed. No fill is to be placed over any colluvium.
With bedrock at shallow depths, it is recommended that all footings be founded through any fill and natural
strata and into the bedrock. All footings for the residence and any potential retaining walls must be founded
into the bedrock and resist any lateral movement of the soil strata above.
All site preparation work should generally be carried out in accordance with AS3798-2007 ’Guidelines on
Earlhworks for Commercial and Residential Developments’.
Provided the above recommendations are implemented, the proposed structure and earthworks may be
constructed.on this site.
The maintenance of effective drainage is critical to the long term stability of the site. It is understood all
structures yvill be provided with suitable drainage and will be designed and certified by a structural engineer.
With regards to the potential to use the clay on site for a future dam, the Emerson Class test produced a
result of 2 which indicates that the soil present on site is considered dispersive. Thus, the clay may be
problematic for use as a dam wall material.
If you have any queries, please contact the undersigned on 3320 8500.
Yours faithfully
7~
DA VID STIRLING
SENIOR GEOTECHNICAL ENGINEER
For Cardno Bowler
M:\Work\lOBFILES\1 036011 036Od..12.docx
Section 10
LEGEND
’-~
........... BUII..!)INQ, PL TF~
D (,t.J>PRQlI. 2~l’ ~!lI’II)
~
It.
D CUT a~T1ERS
D nLL 6ATlE~S
D 4", WI])E: DRI~EWA’;’
.
Pl"fE:VIOlJS HOUSE SITE LOCAlIO"l
~DANAN r\(IT (IF CONC~ \fEGETAl1CIN
.
~N(’J
.
~!UM:’Ym O:ISl1~G EDGE OF’ YOOETAlIO’II
(~(I’IlI’IQ~~ Not O~ Copocrll)
D<ISTlN(). CRA~L F’ORt.I1.A nON
D:ISllNG FEX’CES
\ 20%"’- Batter Slope
+ Test Pit Location
\_---------------.....
"\.
"-
........
"\
,
\
\
------\
\
\
\.
\
, \ \
\. \
-’ \
1 Fox Road JOB NO.:
INVESTIGATION LOCATION PLAN
Care/no ACACIA RIDGE OLD 4110
Facsimile .10360
Telephone
SoWLER 3320 3320 8599 8500
E-mail: [email protected] SKETCH ONLY -
NOT TO SCALE
Queensland. Acacia Ridge . Townsville
Cairns . Mackay
. Moranbah
.
FIGURE 1
Gladstone Sunshine Coast Geebung . Ipswich Gold Coast
Rockhampton . . . .
BLACK PINCH ROt COOTHARABA
New South Wales .Sydney . Newcastle Victoria
Coffs Harbour . Bendigo
.
Dandenon . Tullamarine .Geelon
Section 11
SITE
,
: :
locality ;
Bo~~~~’P~i~t:K;~Ki~8:(:~oth~~~b;: ’.
.
Boundaries
-+-+-+-++
.
Noosa Shire Boundaf}’
R.il~v Line
::
Property
’Natural Hazard: Landslide & ::<:~::.::>:.:: : D Boundaries MaJOI’ H6a(I Network
-
: :
:Flooding Overlay ;:;:;.;:;:;.::;::=" Landslide Streams, Rivers and
.
..........::::;::.;:-:::::::.::.: - Hazard Area
_
Drainage Lines
:
:
..;
.:;"
=;:
’(M OM1 3) Extent of 1:::1 Inset
.==,...=’"~..!I.i ’it!IjjI. .!:. 1. . 1)!j!. ,.I. .i;. j:.:
.
-t-t-t ,;-,.:.;.
Flood Mapping Area
Subject to ..
[Ii]Min Floor
.....
Height
:
:
.
-: ::: .:.
.’.
~~ - Flood Hazard Area : :;:::;:~ : "
.:.
::
The Noosa Plan ,;-,.;.;.
.~.,"..’ ,.
: "
:>"
:
:
.
1 FOX RD JOB NO.:
LANDSLIDE HAZARD MAP
Ca~n TelephoneRIDGE. OLD, ACACIA 4110
Facsimile 10360
BoWL I!!!ft
~,., 3320 6500 3320 6599
BLACK PINCH RD, COOTHARABA
E-mail: [email protected]
Also at Gold Coast, Ipswlch, Geebung, Sunshine Coast, Bundaberg, FIGURE 2
Rockhampton, Mackay, Moranbah, ToWnsville, Calms, Sydney,
SLOPE STABILITY ASSESSMENT
.
Melbourne, Geelong and Bendigo (Vie).Associated Offices In Perth, Vietnam
and Papua New Guinea.
I
Section 12
<J.)Cardn
BoWLEI!I
Shaping the Future
GENERAL NOTES
Cardno Bowler Pty Ltd
ABN 74128 B06 735
PO Box 253
April 2005
GENERAL 1 Fox Road
Acacia Ridge Old 4110
This report comprises the results of an investigation carried out for a specific purpose and client as defined Australia
in the introduction section(s) of the document. The report should not be used by other parties or for other
purposes as it may not contain adequate or appropriate information. Phone: 61 7 3320 8500
Fax: 61 73320 8599
TEST HOLE LOGGING
www.cardnobowler.com.au
The information on the Test Hole Logs (Boreholes, Backhoe Pits, Exposures etc.) has been based on a
visual and tactile assessment except at the discrete locations where test information is available (field
[email protected]
and/or laboratory results).
Reference should be made to our standard sheets for the definition of our logging procedures (Soil and
’
Rock Descriptions).
GROUNDWATER
Unless otherwise indicated the water levels given on the test hole logs are the levels of free water or
seepage in the test hole recorded at the given time of measuring. The actual groundwater level may differ
from this recorded level depending on material permeabilities. Further variations of this level could occur
with time due to such effects as seasonal and tidal fluctuations or construction activities. Final confirmation
of levels can only be made by appropriate instrumentation techniques and programmes.
INTERPRETATION OF RESULTS
The discussion and recommendations contained within this report are normally based on a site evaluation
from discrete test hole data. Generalised or idealised subsurface conditions (including any cross-sections
contained in the report) have been assumed or prepared by interpolation/extrapolation of these data. As
such these conditions are an interpretation and must be considered as a guide only.
CHANGE IN CONDITIONS
Local variations or anomalies in the generalised ground conditions usep for this report can occur,
particularly between discrete test hole locations. Furthermore, certain design or construction. procedures
may have been assumed in assessing the soil structure interaction behaviour of the site.
Any change in design, in construction methods, or in ground conditions as noted during construction, from
those assumed in this report should be referred to this firm for appropriate assessment and comment.
FOUNDATION DEPTH
Where referred to in the report, the recommended depth of any foundation (piles, caissons, footingl?, etc.)
is an engineering estimate of the depth to which they should be constructed. The estimate is influenced
and perhaps limited by the fieldwork method and testing carried out in connection with the site
investigation, and other pertinent information as has been made available. The depth remains,- however,
.an estimate and therefore liable to variation. Footing drawings, designs and specifications based upon this
report should provide for variations in the final depth depending upon the ground conditions at each point
-
of support.
REPRODUCTION OF REPORTS
Where it is desired to reproduce the information contained in this report for the inclusion in ,the contract
documents or engineering specification of the subject development, such reproduction should include at
least all the relevant test hole and test data, together with the appropriate standard description sheets and
remarks made in the written report of a factual or descriptive nature.
This report is the subject of copyright and shall not be reproduced either totally or in part without the
express permission of this,firm.
Queensland. Acacia Ridge.. Cairns. Townsville. Mackay. Moranbah Rockhampton. Gladstone
.
. Sunshine Coast .
Geebung . Ipswich Gold Coast New South Wales
. Sydney
. .Newcastle ^
. Coffs Harbour Victoria. Bendigo. Dandenong . Tullamarine.Geelong NATA
V
==-=
Section 13
TEST PIT LOG SHEET
Client:
Project: SLOPE ANALYSIS
Hole No: TP1
Location: BLACK PINCH ROAD Job No: 10360 Sheet: 1 of 1
Position: REFER TO SITE SKETCH Angle from Horizontal: 900 Surface Elevation:
Machine Type: EXCAVATOR Excavation Method: Operator:
Excavation Dimensions: Contractor: DIGGERMAN
Date St rted : 9/2112 Date Completed: 9/2112 Logged By: SS Date Logged: 9/2112
Drilling
I " .D
Description
I ~ l’ ~ ~
Q.
I u
:EO)
E
>. (SYMBOL,SOIL NAME, plasticity/partide
’"
Sample or ’" <(
.z:::
0 C>Cl ;:: > (.) 0.0 en
characteristics, colour, minor components,
’"
;.~ D -~
.r:;
==
U> -
"
"
Field Test 0
U Cl .s ~...J en
moisture, consistency, structure, ORIGIN)
:u - U> ’" 0 ’"
...J
(!) (.)
Cl " ::J
a:
C>
"C> ~()() e a: en
::l
<.,i (!)
v.;
~
SANDY CLAY/CLAYEY SAND,fine to ooarse grained sand, low plasticity, brawn, roots present, moist,
~~ TOPSOIL
~~
~
~~ SC-
~~ CL
0.25m
I--
v.;f=
PP=60kPa v.;~
v.;~
v.; I--
v.; SANDY CLAY/CLAYEY SAND,fine to medium grained sand, tow plasticity, bra"", orange, roots
v.;~ present, moist, fi"" to stiff, NATLRAL
0.5 I--
v.;~ SC-
0.50m v.;~ CL
PP=220kPa v.;
:"/.f=
SILTV CLAY, low plasticity, brown orange grey, trace fine gravel and fine sand, moist, fi"", NATURAL
I--
0.75m
PP=200kPa CL
1.0
1.00m . SHALE,fine grained, extremely to distinctly weathered, high fractured
PP=210kPa
01.00 -1.50 m
I--
1.25m
PP=400kPa
)(!N-
OW
1.5
1.50m
----
PP=800kPa ----
---
TEST PIT TERMINATED AT 1.70 m
2.0
w
v
~
N
I
~
~
g> 2.5
.~
~
~
t!)
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9
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III
3 Cardno Bowler
See Standard Sheets for details of
~
t!)
’"
o
III
abbreviations & basis of
descriptions
(J)Cardno
BowLER
7/98 Anzac Ave
HILLCREST QLD 4118
PH: (07)3800 6446
:::; FAX: (07)3800 0816
lil
Section 14
TEST PIT LOG SHEET
Client:
Project: SLOPE ANALYSIS
Hole No: TP2
Location: BLACK PINCH ROAD Job No: 10360 Sheet: 1 of 1
Position: REFER TO SITE SKETCH Angle from Horizontal: 90. Surf ce Elevation:
Machine Type: EXCAVATOR Excavation Method: Operator:
Excavation Dimensions: Contractor: DIGGERMAN
Date Started: 9/2112 Date Completed: 9/2112 Logged By: 55 Date Logged: 9/2112
DMlling
~ "0 E .c
Description
~ ~~ ~ ~ J: u E
Q)
Sample or ., c.. <( EO) >- (SYMBOL,SOIL NAME, plasticity/particle
.<:: > 0.0 en
>~ _g .~ g> 3: (.) characteristics, colour, minor components,
~ ’"
"0 Field Test 0
U 0 .s ~-’ en
moisture, consistency, structure, ORIGIN)
.,
0
l;
en’"
~ ’" .,
8 c
:::l
.,
0::
-’
C!) (.)
"en ~(J e 0:: en
::l
<~ C!)
.
Y;~ SANDY CLAY/CLAYEY SAND,fine to coarse grained sand, low plasticity, brown, roots present, moist,
%~ TOPSOIL
%~ SC-
% CL
%~
%~
0.25m
I-- %~
PP=250kPa t- 1%
I--
IU u.ou -
u.~u m v.;~ SANDY CLAY/CLAYEY SAND,fine to medium grained sand, low plasticity, brown orange, roots
%~ presen~ mois~ firm to stiff, NATURAL
%~ sc-
%~ CL
%
0.5
0.50m %~
PP=300kPa ~
%t--
00.50 0.70 m
-
."L
SILTY CLAY, low plasticity, brown orange grey, trace fine gravel and fine sand, moist, firm, stiff,
NATURAL
I-- CL
0.75m
PP=300kPa
~
SHALE,fine grained, extremely to distinctly weathered, high fractured
1.0
---
xw-
OW
----
---
TEST PIT TERMINATED AT 1.40 m
1.5
2.0
~
"’
N
~
~
a
~t-2.5
.
E
o
~ ".
~
’"
<Il
~ .
~
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9
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<Il
8’ Cardno Bowler
See Standard Sheets for details of
~
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:g
’"
abbreviations & basis of
descMptions
(J)Cardno
BowLER
7/98 Anzac Ave
HILLCREST QLD 4118
PH: (07)3800 6446
:J FAX: (07)3800 0816
’"
’"
Section 15
Cardno Bowler Ply Ltd Telephone: Facsimile:
<D BOWLER
Cardno ABN: 74128806735
Address:
54501544
Email:
54501533
[email protected]
32 Hi-Tech Drive, Website: www.cardno.com.au
Shaping the Future Kuna Pari< OLD 4556
QUALITY OF MATERIALS REPORT
Client: Cardno Bowler -
Acacia Ridge Report Number: 3747/R/1856-1
Client Address: 1 Fox Street, Acacia Ridge Project Number: 3747/P/198
Project: Slope Stability, Black Pinch Road Lot Number:
Location: Pomona Report Date: 20/02/2012
Client Reference/s: CBR 10360 Page Number: Page 1 of 1
Test Procedures AS1289.3.6.1, AS1289.3.1.2, AS1289.3.2.1, AS1289.3.4.1,
Sample Number 3747/S/15095 Sample Location
Sampling Method Borehole TP2
Date Sampled 10/02/2012 Termination Depth (m)
Sampled By Client Start Sample Depth (m) 0.4
Date Tested 13/02/2012 End Sample Depth (m) 0.6
Att. Drying Method Cured Material Source -
Atterberg Preparation Air 24 hrs then oven Material Type -
Specification Percent Specification
AS Sieve (mm) PARTICLE SIZE DISTRIBUTION GRAPH
Minimum Passing (%) Maximum
100
19.0 100
90
.L:""_
13.2 100
9.5 99 80
~ -- -
-
6.7 98
# 70
’-oJ
4.75 97 C1 60
e
2.36 90
~ 50
Q.
1.18 85
III
40
0.600 82 I’:!
III
a. 30 --
0.425 80
0.300 79 20 1--------.-- - _.
0.150 77 10 - - " ---_.- _. - - --- - - ---
0.075 75 0
~ 000 !.’" .. 0\ \0 ...... .....r.,)WUl-....J
~ -
- - -
W \O"’--.JWUl
0 - W ,f>. ’" - W --.J --.J Ul - - - - - -
--.J Ul 01\,)0 CX) ’" Ul331\,) OUlUlO 0
Ul 0 o Ul 0 3 3 3 333 333 3 3
3 3 3 3 3 3 3 3. 3 33333
3 3 333
AS Sieve Size (mm)
Specification Specification Specification Specification
Test Result Result Test Result Result
Minimum Maximum Minimum Maximum
Liquid Limit (%) 61 0.075/0.425 Ratio 0.94
Plastic Limit (%) 32 PI x 0.425 Ratio (%) 2320.0
Plastic Index (%) 29 LS x 0.425 Ratio (%) 920.0
Linear Shrinkage (%) 11.5 Linear Shrinkage Defects
R"",k’
I
The results of the tests, calibrations and/or measurements included in this
^
NATA
document are traceable to Australian/national standards
Accredited for compliance with ISO/lEG 17025 D\l
V Laboratory Accreditation Number: 3747 Approved Signatory: David Hammelswang
Form 10: W85Rep Rev 1
Section 16
Cardno Bowler Ply Ltd Telephone: Facsimile:
<.D BOWLER
CardnCl ABN: 74128806735
Address:
54501544
Email:
54501533
[email protected]
32 Hi-Tech Drive, Website: www.cardno.com.au
Shaping the Future Kuna Pari< OLD 4556
EMERSON CLASS NUMBER REPORT
Client: Cardno Bowler -
Acacia Ridge Report Number: 3747/R/1857-1
Client Address: 1 Fox Street, Acacia Ridge Project Number: 3747/P/198
Project: Slope Stability, Black Pinch Road Lot Number:
Location: Pomona Report Date: 20/02/2012
Client Reference/s: CBR 10360 Page Number: Page 1 of 1
I Test Procedures: I AS1289.3.8.1,
Sample Number 3747/S/15095
10 /Client 10 -
Lot Number ,
-
Date / Time Tested 10/02/2012 09:00
Material Source -
Material Type -
Water Type Distilled
Water Temperature (CO) 25
Borehole TP2
Termination Depth (m)
Start Sample Depth (m) 0.4
End Sample Depth (m) 0.6
Soil Description Silty Clay with Sand, Brown
Emerson Class Number 2
R~m,,~
I
The results of the tests, calibrations and/or measurements included in this
^
NATA
document are traceable to Australian/national standards
Accredited for compliance with ISOIIEC 17025 D~
V Laboratory Accreditation Number: 3747 Approved Signatory: David Hammelswang
Form ID: W34Rep Rev 1