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Development Application Part 2 of 2 - Plans 7 Banksia Avenue Noosa Heads · OPW10/2120
Plans and drawings: the text below has words only, no drawings.
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Page 2
PROPOSED DEVELOPMENT
7 BANKSIA AVENUE
NOOSA HEADS
COORDINATION NOTES
1. REFER ARCHITECT'S DRAWINGS FOR BUILDING AND CARPARK SETOUT.
2. REFER HYDRAULICS CONSULTANT'S DRAWINGS FOR DOWNPIPE CONNECTIONS AND INTERNAL SEWER
RETICULATION.
3. REFER ELECTRICAL CONSULTANT'S DRAWINGS FOR ELECTRICAL RETICULATION LAYOUT.
4. REFER LANDSCAPE ARCHITECT'S DRAWINGS FOR LANDSCAPE AND SOIL STABILISATION DETAILS.
S. CONTRACTOR TO CONDUCT A DIAL BEFORE YOU DIG SEARCH PRIOR TO COMMENCEMENT OF WORKS
ON SITE TO CONFIRM THE LOCATION OF ALL EXISTING SERVICES. ENGINEER TO BE CONTACTED OF
ANY CONFLICTS FOR RESOLUTION.
CONCRETE NOTES
1. ALL CONCRETE SUPPLY AND WORK SHALL MEET THE REQUIREMENTS OF AS3600.
2. CONCRETE STRENGTH GRADE SHALL BE 532. TENSILE STRENGTH SHALL BE 4.5 MPG AT 90 DAYS.
3. CONCRETE SLUMP SHALL BE 80 mm ./- 15 mm TAT POINT Of OISCHARGEI.
4. NO ADMIXTURES TO THE CONCRETE SHALL BE PERMITTED WITHOUT THE PRIOR APPROVAL OF THE
SUPERINTENDENT.
S. COMPLIANCE OF CONCRETE SUPPLY AND TESTING SHALL BE IN ACCORDANCE WITH THE
REQUIREMENTS OF SECTION 20. AS3600.
6. CONCRETE SURFACE SHALL BE BROOM FINISHED.
7. CONCRETE SHALL NOT BE PLACED WHEN HOT DRY WIND CONDITIONS PREVAIL.
8. CONCRETE PLACED IN TEMPERATURES ABOVE 25'C SHALL IMMEDIATELY AFTER PLACEMENT BE
COATED WITH AN EVAPORATION RETARDANT AND/OR CURING OIL AS APPROVED.
9. CONCRETE PAVEMENTS SHALL BE JOINTED AS DETAILED ON THE DRAWINGS. ALL SHRINKAGE CRACK
CONTROL JOINTS SHALL BE SAWN WITHIN 10 HOURS OF CONCRETE PLACEMENT. ALL JOINTS SHALL
BE SEALED WITH BITUMEN IMPREGNATED CORK OR APPROVED EQUIVALENT INSTALLED STRICTLY IN
ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS.
10. CONCRETE SHALL BE FULLY COMPACTED BEFORE SCREEDING. WITH PARTICULAR CARE TAKEN AT
EACH EXPANSION JOINT.
11. JOINT PREPARATION - BEFORE FRESH CONCRETE IS PLACED AT A CONSTRUCTION JOINT, ROUGHEN
AND CLEAN THE HARDENED CONCRETE SURFACE OF THE JOINT SO THAT ALL LOOSE OR SOFT AND
FOREIGN MATTER IS REMOVED. ALL JOINTS HOWEVER MADE SHALL BE PROVIDED WITH A GROOVE
TO ACCOMMODATE SEALING MATERIAL.
12. DIMENSIONAL TOLERANCES.
LENGTH OF SLAB (UP TO 18.) d- 6 mm
WIDTH SLAB ./- 6 mm
THICKNESS SLAB . 10 mm /- 3 mm
13. CURING. DURING THE CURING PERIOD. MAINTAIN THE CONCRETE AT A REASONABLY CONSTANT
TEMPERATURE. NOT EXCESSIVELY HOT OR COLD, TO MINIMISE MOISTURE LOSS, BY A SUITABLE
METHOD WHICH MAY INCLUDE
FORDING OR CONTINUOUS SPRINKLING WITH WATER (MOIST CURING)
- AN IMPERMEABLE CLEAR MEMBRANE. TAPED AT JOINS AND SEALED AT THE EDGES
AN ABSORPTIVE COVER KEPT CONTINUOUSLY WET
- AN APPROVED CURING COMPOUND (SUBMIT DETAILS FOR APPROVAL PRIOR TO CONCRETING
OPERATIONS TAKING PLACE). APPLIED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
CURING PERIOD SHALL BE FOR NOT LESS THAN 7 DAYS. SITE PLAN
14. THE GROUND SLABS HAVE BEEN DESIGNED WITH MINIMAL REINFORCEMENT TO CONTROL CONCRETE NOT TO SCALE
SHRINKAGE IN ORDER TO PROVIDE AN ECONOMIC SLAB. SOME SHRINKAGE CRACKING IN THE SLAB 15 UBD MAP ND 9
TO BE EXPECTED. UBD GRID NO F16
15. THE SLABS HAVE BEEN DESIGNED AS A FLOATING SLAB. HENCE, MOVEMENT IN THE SUBGRADE WILL
RESULT IN VERTICAL & CURVATURE MOVEMENTS IN THE SLAB ALONG WITH SOME MINOR CRACKING.
EXPECTED MOVEMENT TO BE IN THE RANGE OF ./.40mm. REAL PROPERTY DESCRIPTION
16. EXTERNAL CONCRETE SLABS HAVE BEEN DESIGNED TO ACCOMODATE PNEUMATIC TYRED VEHICLES LOT Ti ON SP 188268
PARISH OF WEYBA
ONLY.
COUNTY OF MARCH
DRAWING REGISTER
ORG DRAWING TITLE
C.01 DRAWING REGISTER AND NOTES
C.02 LAYOUT PLAN
CUT 200 LONG PIECE OUT
1 LAYER STEEL MESH OF EVERY 2nd WIRE
SL82 FOR ROADWAY LOCALLY DEPRESS SLAB
SL72 FOR FOOTPATHS MESH UNDER SAW CUT
40mm TOP COVER
SUB-BASE COURSE MATERIAL MIN CBR 45
COMPACTED TO RELATIVE DRY DENSITY
OF 95% MODIFIED (IF ORDERED BY APPROVED SEALANT
ENGINEER AFTER SUBGRADE INSPECTION) FINISHED 5mm BELOW
SAW TUT JOINTS CONCRETE SURFACE
WITHIN '7 ".OURS OF
-TOP 150.m OF SUBGRADE LASTING SLAB ROPE OR POD
COMPACTED TO RELATIVE DRY BACK UP MATERIAL
DENSITY OF 100% STANDARD
IRIS DRAWING IS NOT TO BE USED FOR CONSTRIXTION UNTIL
STAIFEO APPROAEO BY RELEVANT AUTHORITY,
ALL VOAKS ARE ID BE CONSTRUCTED TO THE SATISFACTION OF
CONCRETE PAVEMENT DETAIL SAW CUT JOINT ISJI
RELEVANT AUTHORITIES. SCALE 110 SCALE 1.10
"If mlliRACTOR IS RESPONSIBLE FOR ORGANISING NECESSARY RPEO No.
GEVW/S AiTHOR15ATION AND SUBSEQUENT INSPECTIONS AS FOR AND ON BEHALF 7F
RE50RF-O 6' RELEVANT AUTHORITIES.
DEC CONSUUINL EN13'.NEERS
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Design Engineers Queensland
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PROPOSED DEVELOPMENT
7 BANKSIA AVENUE
NOOSA HEADS
CIVIL SITEWORKS
DRAWING REGISTER AND NOTES
SCALE
CONTACT: NT
AS SHOWN
09.1029
DATE
SHEET 1
C.01
SEP 2010
OF 2
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DATE DETAIL DATE EVENT DETAIL MR F7 LIE I/O ATN 11 Ids IIr Rt E. sallesbngDeee.com..ou ICHECKEO DATUM AHOJ
Page 3
LEGEND - LAYOUT PLAN
PROPOS ED EXIS INC
PROPOSED LEVEL EXISTING ELECTRICITY
8.6 PROPOSED CONTOUR EXISTING TELSTRA
PROPOSED VEHICULAR C EXIST NU GAS
CONCRETE PAVEMENT Sw EXISTNG S1ORMWATER DRAINAGE
-sA-v- PROPOSED SAWN JOINT 1,11 EXIST ND SPOT LEVEL J
EXISTING SEWER
EXISTING WATER
EXISTING KERB/KERB L CHANNEL
EXISTING FORE OF BITI,MEN
EXISTING CONTOUR
TAM Strew in kerb!
2L 27.0664
1
L.Orn WIDE CONCRETE CROSSOVER.
REFER IPWEAO STD DRG SGO R-50
1 2 3 N SN
SCALE "Do
SCALE BEFORE REDUCTION
THIS DRAWING IS NOT TO BE USED FOR CONSTR.CPON UNTIL
DAMPED APPROVED BY RELEVANT AUTHORIIS.
ALL MCRES ARE TO BE EONSrRU(TED TO THE SATISFACTION OF
RI LI VANI A1114TRITIES.
TIE CONTPAC'TR IS RESPONSIBLE ROY OROANSING NECESSARY RIIEQ Nn
PERMITS AUTHORSAYIDN AND 5U8SECUENT INSPECTIONS AS FOR AND CN -E ',[`
REDJIRED BY RELEVANT AUTHORITIES.
DEO CCNLLLfIG:I CEiLOSS
THIS Y A W )37. G
S t N v Shoe! PROPOSED DEVELOPMENT SCALE AS SHOWN DATE SEP 201C
C
NN Y' ,U"1IN1 A/NAY&NAN
Ti
am. AOS0 7 BANKSIA AVENUE
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:.. 0'I 3367 4205
NOOSA HEADS
Design Eng.neers Queensland LAYOUT PLAN 09.1029 I C.02 A
N101 NI U UL x N/44( AI-- 4IWllY OR iP INI REVISED DRIVEWAY
CcnsUlL^ng ENAITYYV f [email protected] AUSMAR HOMES
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DETAIL DATE EVENT DETAIL INITIAL 'INN N IA I'll ASN RI NS m 1. E RI Srn3@deq.:om.Au CHI DATUM AHD
Page 4
JOB NO. DE101061 APRIL, 2010 DEQ CONSULTING ENGINEERS SLOPE STABILITY ASSESSMENT PROPOSED RESIDENCE LOT 11 BANKSIA AVENUE NOOSA HEADS
Page 5
MORRISON GEOTECHNIC PTY LTD
www.mcrrisongeo.com.au
s BRISBANE GOLD COAST n CABOOLTURE SUNSHINE COAST
Unit 1 / 35 Limestone Street Unit 5 / 36 Lawrence Drive Unit 3 / 42 Aerodrome Road Unit 4 / 81 Wises Road
PO Box 3063 PO Box 2011 Caboolture QId 4510 Maroochydore Qld 4558
Darra Q Id 40 76
P: 07 3279 0900
Nerang Q Id 4211
P: 07 5596 1599 P: 07 5499 0755 P• 07 5443 9522
MORRISON
F: 07 3279 0955 F: 07 5527 2027 F: 07 5428 2498 F: 0754791633 GEOTECHNIC
brisbanelab@ goldcoastlab@ caboolturelab@ maroochydorelab@ ABN 51 009 878 899
morrisongeo.com.au morrisongeo.com.au morrisongeo.com.au morrisongeo.com.au RPEUQ 2241
Darra Office
Job No. DE10/061
Ref: 14858B/rh
Author Russell Howchin
7'n April, 2010
DEQ Consulting Engineers Pty Ltd
5 Parkview St
Milton BC QLD 4064
ATTENTION MR MATTHEW WELSH
Email: soiltesting ci deq.com.au
Dear Sir
RE: SLOPE STABILITY ASSESSMENT - PROPOSED 3 STOREY RESIDENCE, LOT 11
BANKSIA AVENUE. NOOSA HEADS
1.0 INTRODUCTION
This report presents the results of a slope stability assessment for the proposed three (3) storey
residence to be constructed at Lot 11 Banksia Avenue, Noosa Heads. The slope stability
assessment was commissioned by DEQ Consulting Engineers Pty Ltd.
This report has been prepared to address the suitability of the site for residential development
with respect to slope stability. It identifies the constraints associated with the proposed
development, as well as providing recommendations to minimise the risk of future slope
instability. It also assigns a level of risk associated with the proposed development.
The stability assessment has been carried out in accordance with Australian Geomechanics
Society "Landslide Risk Management and Guidelines". This approach for risk assessment is
qualitative or semi-quantitative, suiting sites where historic instability data are not available and
combines the likelihood of an instability event with the consequences to property to derive an
assessment of risk. The process is inherently subjective.
Site classification in accordance with AS.2870 "Residential Slabs and Footings" for the
residential lot is excluded from the scope of work.
NATA
V
Page 6
2
Job No. DE10I061
2.0 METHODOLOGY
The DEQ Consulting Engineers site investigation report (Ref No 09.1029, dated 8t" March,
2010) was studied to gain an understanding of the subsurface conditions and general site
conditions. Two (2) boreholes were excavated by hand auger by representatives of our Morrison
Geotechnic Maroochydore office and logged in accordance with AS1726 to confirm the
subsurface conditions at the site. The boreholes were excavated using a 55mm diameter hand
auger to a depth of 2m below the ground surface. Dynamic Cone Penetration (DCP) tests were
conducted adjacent to each borehole.
Each borehole location was marked onsite using a hand held GPS and using UTM GDA
coordinates with a general accuracy of +3m to 5m.
M. Rubinic of our Maroochydore office also conducted a walkover survey to check for signs of
existing or potential instability. This involved mapping and measuring observed features of
significance to slope stability such as soil type, slope gradients and direction, erosion features,
surface and subsurface drainage, vegetation density and the presence of irregular surface
features such as slips, slumps, hummocks, back scarps, scree debris fans or any associated
features. Ground surface slopes were measured using a hand-held inclinometer.
The results of the walkover survey, the subsurface conditions encountered in the boreholes and
the surface slope angles were used to assess the post development risk level for this site.
Site photos are presented in Appendix A. A site plan showing the approximate positions of the
boreholes is given in Appendix B. The borehole logs are presented in Appendix C. A copy of the
site investigation report by DEQ Consulting Engineers Pty Ltd is attached as Appendix D. The
Guidelines for Hillside Construction are contained in Appendix E.
3.0 SITE DESCRIPTION
The site is positioned on a gentle hillside which has been cleared of most of the original
vegetation, with juvenile remnant shrub and grass vegetation covering the majority of the site.
Mature trees align the front and rear boundaries. The ground surface slopes downwards to the
west and rear boundary at angles ranging between 14 and 18°.
No major existing erosion, backscarp or historical landslip features were observed during the
walkover survey.
Residential buildings are positioned immediately to the north and south of the site.
4.0 SUBSURFACE CONDITIONS
Based on the observed soils retrieved from the hand auger boreholes, the site is underlain by
moist, silty sand and sand soils, which are generally very loose or loose to a depth of 0.3m to
0.5m, becoming medium dense below this depth and extending to a depth in excess of 2m.
These observed subsurface conditions generally agree with those described in the DEQ
Consulting Engineers report.
The Morrison Geotechnic borehole log sheets are provided in Appendix C. The DEQ Consulting
Engineers report, including their borehole record sheets, is presented in Appendix D.
Ref: 14858B DEQ Consulting Engineers Pty Ltd MORRISON GEO TECHNIC
Page 7
3
Job No. DE101061
5.0 SLOPE STABILITY
At the time of the walkover survey, the site displayed no evidence of existing or recent past
slope instability involving large scale or small scale movements of significant quantities of soil or
rock in a short duration event such as a slip or landslide.
There were no signs of instability, such as uneven or hummocky ground or leaning trees. Minor
creep movement of the surficial very loose and loose sands to depths of up to 0.3m is expected
after heavy rainfall but is not anticipated to significantly impact on the proposed development.
There is no evidence of erosion or any other soil instability mechanism across the property.
Based on the Elevation Drawings provided in the DEC Consulting Engineers Report, cut to fill of
up to 1.5m is expected as part of the residential development. It is assumed that all earthworks,
including cuts and fills will be structurally engineered to the recommendations described in
Section 6.0 of this report. Due to the moderately sloping terrain, it is assessed that the most
likely mechanism of slope instability will be related to the very loose to loose natural sand within
the upper 0.3m soil profile, and natural surfaces exposed during the proposed cut or fill
earthworks.
This potential instability will be confined to slumping and erosion after rainfall events within
unvegetated fill or the loose natural sands to depths of up to 0.3m. The descriptor "Possible"
means that "the event could occur under adverse circumstances" and is considered appropriate
to describe the likelihood of a rainfall triggered slump, with an Annual Indicative Probability of
about 10'3. Slumping and erosion of fill and loose natural sands would likely cause limited
damage to part of the house structure and landscaping, with a descriptor of damage as "Minor"
to "Insignificant".
On this basis, the risk to property can be assessed as "Low to Moderate" if the minor earthworks
and other construction aspects are carried out in accordance with our recommendations. This
level of risk is acceptable as long as the guidelines in Section 6.0 are followed at all times.
6.0 GENERAL GUIDELINES FOR DEVELOPMENT
The following development guidelines, in conjunction with the attached Guidelines for Hillside
Construction, must be implemented to maintain a Tolerable level of risk for the residential
development:-
All building and retaining wall footings must found in the medium dense natural sands at
a minimum depth of 0.4m below the natural ground surface, or at least 0.4m below the
surface of controlled fill, The supervision and certification of controlled filling platforms
can be conducted by this office where required.
• Strip, pad, stiffened raft footings or bored or screw piles may be used for the residential
footing design. It is recommended that a suitably qualified geotechnical professional be
engaged during installation of footings to confirm a competent foundation base.
• No structural development is to found within any other material apart from the medium
dense natural sands encountered at 0.3m to 0.5m below the natural ground surface, or
controlled fill.
Prior to any filling, all foundation slopes must be benched to provide a suitable key for
the fill materials. Benches exceeding 0.5m in height must be battered to prevent batter
collapse.
Ref: 14858B DEC Consulting Engineers Pty Ltd MORR/SON GEOTECHNIC
Page 8
4
Job No. DE10/061
• The fill used in the construction of the flat platform must be compacted to at least 70%
Density Index to form "Controlled Fill" in accordance with AS. 2870 "Residential Slabs
and Footings") and A.S. 3798-2007 "Guidelines on Earthworks for Commercial and
Residential Developments".
• Fill slopes should be no steeper than 2.5(H):1(V) and be over-constructed and trimmed
back to ensure compaction in the outer zones. Slopes cut into the natural soil should
also be no steeper than 2(H):1(V).
• All cut and fill batters must be vegetated at a minimum or otherwise suitably stabilised
as soon as possible after construction to minimise the potential for surface scouring and
erosion. Geotextile sheeting in conjunction with planting provides additional support
against erosion events and should also be considered, especially in high surface flow
areas.
• Existing vegetation should be retained where practical.
• All upslope surface runoff must be redirected away from the cut and fill batters and
house platform to minimise the potential for instability within the batters and damage to
the building footings.
• If retaining walls are to be constructed they must be designed to have a long-term factor
of safety of at least 1.5 with respect to global stability as well as internal stability, which
includes sliding, rotational and overturning movements. Retaining walls must also
incorporate adequate internal drainage behind the walls to limit the potential for wall
failure due to the buildup of groundwater pressures directly behind the wall.
• All surface runoff and roof water must be discharged into stormwater systems, not over
the ground surface. Alternatively roof water can be discharged into water tanks located
to the side or downslope of the house for storage.
• All storage tank overflow water must be piped to the nearest controlled drainage area
well downslope of the house or into the stormwater system. Uncontrolled discharge to
the hill slope is not recommended.
If the above recommendations outlined in Section 6.0 are followed, the risk to property can be
assessed as "Low to Moderate", which is acceptable if continuously managed by the slope
maintenance procedures listed above.
7.0 LIMITS OF INVESTIGATION
Recommendations given in this report are based on information supplied regarding the
proposed development in conjunction with the findings of the investigation. Any change in
development type or in development location may require additional testing and/or make
recommendations invalid.
Every reasonable effort has been made to locate test sites so that bores are representative of
the soil conditions within the area to be investigated. The Client should be made aware
however, that this assessment has been based on limited site data using small diameter
boreholes. In some cases, soil conditions can change dramatically over short distances,
therefore even careful exploration programmes may not locate all the variations. If soil
conditions differing from those shown on the log sheet are encountered during construction, this
office should be advised immediately.
Ref: 148586 DEQ Consulting Engineers Pty Ltd MORRISON GEO TECHNIC
Page 9
5
Job No. DE10/061
Unless otherwise stated in commissioning documents, any dimensions or slope directions and
magnitudes should not be used for any building or costing calculations. Any sketch supplied
should be considered only as approximate pictorial evidence of site work. Your attention is
drawn to the attachment "Important Information about your Geotechnical Engineering Report".
Please do not hesitate to contact this office if you require any further information.
Yours faithfully
R HOWCHIN
for and on behalf of
MORRISON GEOTECHNIC PTY LIMITED
Enel Appendix A - Site Photos
Appendix B - Site Plan
Appendix C - Borehole Record Sheets
Appendix D - Site Investigation Report by DEQ Consulting Engineers
Appendix E - Guidelines for Hillside Construction and Practice Note Guidelines for
Landslide Risk Management 2007
Ref: 14858B DEQ Consulting Engineers Pty Ltd MORRISON GEOTECHNIC
Page 10
APPENDIX A SITE PHOTOS [OCR of page images] APPENDIX A SITE PHOTOS
Page 11
Page 12
Page 13
Page 14
Page 15
Cl) m r z [OCR of page images] APPENDIX B SITE PLAN
Page 16
1
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1101, .0
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10.2
Slope between 14 and 18 degrees'`
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0
1
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m
I'
BHI 31-12
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Proposed house envelope
^ c n'a rn t
I-
Map Description BORE HOLE TEST LOCATIONS - (Approximate Only)
LEGEND
`__, AMORRISON GEOTECHNIC PTY LTD * Bore Hole Test Location
Client DEQ CONSULTING ENGINEERS PTY LTD
Project GEOTECHNICAL INVESTIGATION - Proposed Residential Development
Engineers: D.Riley
MORRISON Unil t/35Linwslnnn Shoal. Own, 4076 Ph: 32700900 ceok fists: RRowchin
Lot 11 Banksia Avenue, Noosa Heads
ti E C) 1 t C H N IC Email Misb9neFabQmoffaongeo. con, an Fax: 3279 0955 Laboratory: M.Mcolscn Project No DE10/061 Drawing No: I DE10/061 - 01 Scale : Not to Scale
Page 17
APPENDIX C BOREHOLE RECORD SHEETS [OCR of page images] APPENDIX C BOREHOLE RECORD SHEETS
Page 18
Morrison Geotechnic Pty Ltd Engineering Log - Borehole
A.B.N. 051 009 878 899 Borehole No.: BHI
PO Box 3063, Darra, QLD 4076
MORRISON Phone: (07) 3279 0900 Fax: (07) 3279 0955 Page: 1 of 1
GEOTECHN C Job Number: DE101061
Easting: 508586-ZO Drilling Rig: Hand Auger Client: DEQ Consulting Engineers
Northing: 7080343.00 Driller: Morrison Geotechnic
Project: Slope Stability Assessment
RL 23.00 Logged By: R. Howchin
Total Depth: 2.00 Date: 30..'03120 .0 Location: Lot 11 Banksia Avenue, Noosa Heads
Drilling Information Material Description Test Sam ples
c g m c ? K
t
Hale Depth Test
RL (m) Descr'ption vo a Death Tests Sample/Result
SP Sand: M V-
Very base, tine to rntdlum grained earl, pale erey UW H
•, • trollied grey and Mann, trace or tow geedaty 511 fries,
0. 1 '/; ^ maul W. V-
h
Silty S an d : 1
Very tacea. the to medium grained sand, dark grey
frown, 6w plasticity sik rime. mist 0
ii
0.3 ra PAO
SM sihy sand:
As above, but madam dense 1
2
0.s • sand: M MD
SP
Medium dense. pale grey write, Sna to n,ea,an grained 2
and. mist
3
3
rn
co
co
3
M 22.0 1.0
3
E
E
ti
n a
3
4
4
3
4
a
6
21.0 11 2.0 2.00m: BOREHOLE TERMINATED
Comments:
Authorised by................................
Date: .............................................
Water Weathering Consistency Density Rock Strength Tests & Results
RS Residual VS Very soft VL Very loose ELS Extremely 050 Undisturbed 50mm diam tube.
Water level soil 5 Soft L Loose low D Disturbed sample.
- on dale shown xW Extremely F Firm MD Medium VLS Very low SPT S:anaard Penetration Test, N = number of blows to drive 50mm sampler
weathered St Siff dense LS Low 300mm with a 63.6kg hammer fading 762mm.
10- Water inflow DVy Distinctly VSI Very staff D Dense MS Medium PP Hard penetrometer estimate of unconfined compressive strength, kPa.
weathered H Hard VD Verydense HS High S Vane shear value kPa
Water outflow SW Slightly VHS Very high DC Dynamic Cone :551, 9.09kg hammer, fall 508mm, ddtnng 20mm, 30 deg
wea:herd Moisture EHS Etdreme?y taper cone fitted to rods of smaller sect:an.
FR Fresh D Dry M Moist W Wet high From AS1289-1993 Methoas of Testing Soils for Engineering Purposes
Page 19
Morrison Geotechnic Pty Ltd Engineering Log - Borehole
A.B.N. 051 009 878 899 Borehole No.: BH2
PO Box 3063, Darya, QLD 4076
MORRISON Phone: (07) 3279 0900 Fax: (07) 3279 0955 Page: 1 of 1
GEOTECHNEC Job Number: DE101061
Easting: 538572.00 Drilling Rig: Hand Auger Client: DEQ Consulting Engineers
Northing; 7080345.00 Driller: Mornson Geotechnic
Project: Slo p e Stability Assessment
RL: 20.00 Logged By. R. Howchin
Total Depth: 2.00 Date: 30h".3/201C Location: Lot 11 Banksia Avenue, Noosa Heads
Drilling Information Material Description Test Sam ples
V ^ -
U
CC .^ cc
C N
u w e, ^ J
'Q
Hole Depth H w - r' Test
u
3 RL (m) rn C^ V Description 3 f p Depth Tests Sample/Result
• SP Sand: M VL
Very lease, me to madam gralned sand, trays of silt UW H
$ •' '' Ines, Pao Zrey nn^.lod grey brown, mini
0. 1
Vl / Spa M L
10
Silty Sand:
Loose, rifle to rcadvmgrained send, low plastfclty silty
fines, perk gray hewn. moist
0.3
SM stry Sand: M MD
As move n 1 r:,adium dons, 1
10 11
f,I 2
%/ 00
0.7
sr Sand: M Mn
tlfedumdone e. fine to medium gnelred sand, pa's prey 2
and 1 tide. m6 st
0
t71
2
M
t 19.0 1,0
^p
E
E
t
wo
2
3
4
4
4
5
5
4
16.0 2.0 2.OOm: BOREHOLE TERMINATED
Comments:
Authorised by: ...............................
Date: .............................................
Water Weathering Consistency Density Rock Strength Tests & Results
RS Residual VS Very soft VL Very loose ELS Etdremely U50 Undisturbed 5Cmm diam tube.
Water level soil Soft L Loose low D Disturbed sample.
S
- on date shown xw EM'emely F Firrr. MD Medium VLS Very ow SPT Standard Penetration Test. N = number of blows to dove 50mm sample,
weathered St Stiff dense LS. Low 3C0mm with a 63.6kg hammerfa0'ng 762mm.
lo-Water inflow D1N Distinctly VSt Very stiff D Dense MS Medum PP Hand penetrolr.eter estimate of unconfired cmnpresslvo strength. %Pa.
weathered H Hard VO Very dense HS High S Vane shear va:ae kPa
Water outflow SW Slightly VHS Very high DC Dynamic Cone test, 9.C9kg hammer, fall 508mm, ddving 20mm. 30 deg
weathered Moisture EHS Edremely taper cone fated to rods of smaller section.
FR Fresh D Dry M Moist W Wet high From AS1 289-1993 Methods of Testing Soils for Engineering Purposes
Page 20
APPENDIX D SITE INVESTIGATION REPORT BY DEQ CONSULTING ENGINEERS [OCR of page images] APPENDIX D SITE INVESTIGATION REPORT BY DEQ CONSULTING ENGINEERS
Page 21
Page 1
OUR REF: 09.1029
DATE: 8/03/2010
TO: AUSMAR HOMES
ORDERED BY: SHARON Consulting Engineers
FROM: STEVE CIV:I, ;tructura and Soli Testing
I'K' . ^!y 1.td !;3 Bh; .. 33 71 i i=c
ADDRESS: LOT 11 BANKSIA AVENUE,
NOOSA
FOR AUSMAR USE ONLY
1. SITE CLASSIFICATION
A
Stable
M
Moderately Reactive
H/E
Highly to Extremely Reactive 1
S
3
M/H E
Slightly Reactive Moderately to Highiy Reactive Extremely Reactive
S/M H P
Slightly to Moderately Rear rv. Highly Reactive (Refer Below)
COMMENTS
• P: Due to trees of potential influence to proposed foundations and limited
bearing strength in natural soils.
• This site and/ or the surrounding area is relatively steep and may be prone
to slippage. This report does not investigate land slippage and the local
authority and/ or an expert in this field should be consulted.
I. ']'HIS IS A PRELIMINARY SOIL INVESTIGATION COMMISSIONED BY AUSMAR HOMES FOR THEIR
INTERNAL USE ONLY. THIS REPORT CON-FORMS WITH AS 2870 NOT ALL INFORMATION REQUIRED
TO CONFORM WITH T 14F BSA SUBSIDENCE POLICY 01 /09/04 HAS BEEN RECEIVED BY DEQ
CONSULTING ENGINEERS AT THIS STAGE. ONCE ALL ESSENTIAL INFORMATION HAS BEEN
RECEIVED BY OUR OFFICE A FULL COMPLYING REPORT CAN BE ISSUED.
2. ALLOWANCES SHOULD BE MADE FOR FLEXIBLE CONNECTIONS AND STAINLESS STEEL STRAPS
FOR H, E & P SITES TO COMPLY WITH ARTICULATED PLUMBING REQUIREMENTS PARTICULARY IN
THE IPSWICH CITY COUNCIL AREA. REFER PLUMBER FOR SCOPE OF WORK.
3. ALLOWANCES SHOULD BE MADE FOR PIERS TO FOOTINGS ADJACENT TO FILLED RETAINING
WALLS, CANAL EMBANK1MEYI'S, UNDERGROUND SERVICES, POOLS ETC.
No. 5 Park-view Street, Milton Old 4064 Phone: (07) 3367 0211 Fax: (07) 3367 0205
Email: soil!esiin,[email protected]
Page 22
Page 2
I OUR REF: 09.1 029
ADDRESS: LOT 11 BANKSIA AVENUE,
NOOSA
Consulting Engineers
Civil; Structural and Soil Testing
eM R 7-. fl:j M1Gh^ ^^ ..^.) 71'^e•
'44
2. IS EXISTING FILL PRESENT ? Yes 3 No
IS EXISTING FILL > 400mm IN DEPTH U Yes No
IS EXISTING FILL SUITABLE AS F1 Yes No - See Comments
STRUCTUAL FILL
HAVE WE RECEIVED LEVEL 1 FILL F Yes q No - Refer Pier Requirements below
CERTIFICATION,
3. ARE FOOTING PIERS REQUIRED ? Yes No
PIERS ARE REQUIRED THROUGH ALL FILL INTO ALL FIRM NATURAL GROUND,
fl PIERS ARE REQUIRED THROUGH NEW PAD FILL INTO ALL FIRM NATURAL GROUND.
I PIERS ARE REQUIRED THROUGH NEW PAD FILL INTO FIRM EXISTING FILL.
PIERS ARE REQUIRED THROUGH ALL FILL AND NATURAL SOILS INTO WEATHERED ROCK
4. ARE SLAB PIERS REQUIRED ? I Yes E No
F7 PIERS ARE REQUIRED THROUGH ALL FILL INTO ALL FIRM NATURAL GROUND.
0 PIERS ARE REQUIRED THROUGH NEW PAD FILL INTO ALL FIRM NATURAL GROUND.
F7PIRRS ARE REQUIRED THROUGH NEW PAD FILL INTO FIRM EXISTING FILL.
PIERS ARE REQUIRED THROUGH ALL FILL AND NATURAL SOILS INTO WEATHERED ROCK.
S. TREES OF POTENTIAL FOUNDATION INFLUENCE
F-] NIA
F71 NOTED ON SITE AT TIME OF SITE INVESTIGATION
Q NOTED ON ADJACENT SITE AT TIME OF SITE INVESTIGATION
F--] ROOT BARRIER SYSTEMS MAY BE REQUIRED.
No. 5 ParkviewSirect. Milton Old 406-1 P.tronc: (07) 3367 0211 Far: (07) 3367 0205
Emu:!'snihesrr,, ;aideq.^nm.aa
Page 23
:r: C9'01101
SETOUT EXTRA FEES ALERT (eeudor)
TN. Caeo,e rr0 F..1.. Suns.. yr.. od y, 4d. Sr.Y1 dasarol
.401.1,.w.bmeboVaaI... Blot,.. ,J Ih..IM or P.ttilO 5 r
wlb.b,ry hw,wry Fwla,aM c,..ga.nn,w^n,,.$w.,%OFs..0
l7SA .e. to,w.1.., f.v Swd.S 1, M4..+n.uln„A.nwu i.
7. poem u Sl4CYd o1 Pro CunloC I Faaee..urwr aa,rlmm h
YW' .11 0,..,VtSatno lO...,.a M.4.. 7.910 N.
)taeodrn EntoeatNm rrvey PM B LVVW. p.,w.vrSN
edcbxa: mNj.lob ery Baca-.a.. Je np4.e q a. h] as q a.r. Fe
Nvjv..Stfl0. r.6.t ."+nw.e.a,dA b .Ipq 0,0. amn. 0. 4 0
arw
. po..oe ar aw r.v0a.0 00 .50 w..o0a• a.a a'*iwY V.par.1
Aff
A X0 S
rl\ Sewerage Note u F;'
v.O Sot 774 54100.0 perk, QID. 0071
Sewer mrnhorels rwc located 904 0000dary toot, PIO&M SS, QUF. 0077
Ph (071 73616(00. Fev (07) 17/50471
must be rcurod an site Ava.,anneve1ilan.au
\a prior m carrstruclon
LOT 11 on SP188268
Sewer 44H ,t Vagelallon JI. Bar ie Avenue
Not Lasted Noosa Heads
Suburb
rl
LocaLAuth Sunshh)eCcastRe Courd_
Parish— _ Weyba
Courrh_._.._ Marth
U60 ref 5C 9 G16 Area 10140'
Services
sewer MITI
Powzr `Underground -
Not Lctatod Phone Under rarnd _
Waler Meter Located
Sewerage --- Yes ._
Starrnwater Rear
Road 8(WrTJPJI
Kerb Flat
footpath NH
Client:
David Reid Wmes
Australia Pty. Ltd.
NOTES
l ris plea tss bee. prepaed f x Ik(aerey and t.IEEg
v rtca41 hr alt don m 0054. ten avmr^ on Cllr tAe bq
;ir 'V'ACANT : '
Z ASpulv.vt br usd Ior aaF oherpo oo ty enrmM¢fo0r
a.aaatbas .p.1M Mien applmM from Ad, WrM1ayr.
Non-vlitk sve0w, have bon ,held, 'S.vdfahk, from
Iwnd 544;0.45 whkll hrn limited and whet aaurxy.
It I. Noe pars use: s respo00d2ty to xaratdy bate
araVaeaposn am r4nMSide sends aid debt Wt
..see tale eramraevas rle peaent i. alit de.ld3p0:t
0d to craaC an, the tams Audrcr7v s deN.Jde o(
7Altu.l Gmu.d L.M. poor to wn310.0 0 anv *.Oq,
(I.. * ea,bdannatraa hit or$S5.040404 dRalle.)
r4 rl rr Ivsud I Cece _ Pmer_,dment 3T
3. VACAKTid A 7A'4Vd90M,5W;sLre ^cw
Lem Oat. AH.O. Surveyed 530
lob No. 00-51151 Oledced .............
Order NO. 5C195QPP/O40t Date 241W9
PAGE
i or I
Ads Seless D* h,A,gd 74ka SCALE t-200
1
Ai SERVICES ALERT
n.sa surrey, rna no
.+Da016rM ia. n.l.p.an
'^ ^,srl ww. aarym
p9^ Ccv ' r W28'10" //^^^GROUND LEVEL ALERT
li` blow 1. brown we,e Wan n, fw
+ peg / I / "_ 23(1 / ` o of d*.erdmeyrd Nplavnt
2R0 lb. Loch 000 *f. 0.A,hbn,d
COVENANT RA Glaand L..el. Plalaa, ,00,37,0. omu
1 M.aw4 a!a NON OSLO.
Peg
IDENTIFICATION SURVEY
FotarW 'n5 - ALERT
} na aunts...0d r.oOn,w.y,
sew V,•P.,^5 by Aar, 5uv.ry,.
don rc7 0..0.00. a.. kaa4e
Photo 3 d bour.ry pegs or len0..,'I,a.. web.i
05. olka xra Sq. ar lvr NNar.000..
r1.^O 1 !
FLOOD SEARCH ALER7
Ad' SL veya nee nao00dred
I l Ad,w+dland.irhec .
g5 5 0-- a. eoad m.
A
TITLE SEARCH ALERT
TetttraA UFL9h( Pcle Av Swwrys Nu ml Ce71rd 0t
b.i0 ... 0dr br av, aumy
and sowelO.nae,
TBM Screw ('n kerbl
A.H.O. RL 7.0660
ilI Photo 2
OVERLAND PLOW POTENTIAL
Tr¢e Legend (oar'S4SausSew pats)
Photo 1 We he., lilpect.d M avA.a .ve a0 patdar
Banksia Avenue a o,d000050.040.9 rG a.ddr:a!':r,
Ln9e uw.la.ny PO,r0OI .avwenvaoed
atrrw.w.Mand Aar. FurJ,ar h0.rroaaarn
maF.a Illpdnd bye,00100y podtdagw...,.
O.Twnk Ole
5=Tn.
spread
(Total Ce wpy)
lud t ( I yw 4 4 I s Na^J ( I ( o I
T. 0 90. 1300 - P .Y
Page 24
PENETROMETER (D.C.P) BORE LOGS 1-; r r f '_^H (N.T.S.)
No. OF BLOWS HOLE 1 HOLE 2
00 - 200 1 0 00 00
200 - 400 1 1
40D - 600 1 1
NATURAL NATURAL
SAND SAND
600 - 900 2 1
GREY, BROWN, GREY, BROWN,
Boo - 1000 2 1
SL-MOIST, LOOSE TO M-DENSE. SL-MOIST, LOOSE TO M-DENSE.
1000 - 1200 2 1
1200 - 1400 2 2
600 600
1400 - 1600
1600 - 1800
1800 - 2000
2000 - 2200
;(SAND SAND
2200 - 2400 WHITE, WHITE,
2400 - 2600 SL-MOIST, LOOSE TO M-DENSE. SL-MOIST, LOOSE TO M-DENSE.
2600 - 2800
2800 - 3000
PENETROMETER (D.C.P) 1500 1500
No. OF BLOWS HOLE 3 HOLE 4
SAND
00 - 200 WHITE,
200 - 400 SL-MOIST, M-DENSE.
400 - 600 SAND
BANKSIA AVENUE
600 - BOO
WHITE,
2000
SL-MOIST, M-DENSE. BORE TERMINATED
800 - 1000
HAND AUGER
1000 - 1200
1200 - 1400 BOREHOLE 2 NOTE: THIS SITE AND/OR THE SURROUNDING AREA IS
1400 - 1600 RELATIVELY STEEP AND MAY BE PRONE TO SLIPPAGE.
1600 - 1800 THIS REPORT DOES NOT INVESTIGATE LAND SLIPPAGE
2500 AND THE LOCAL AUTHORITY AND/OR AN EXPERT IN
1800 - 2000 BORE TERMINATED
THIS FIELD SHOULD BE CONSULTED.
2000 - 2200 HAND AUGER
NQTE: TREES OF POTENTIAL INFLUENCE TO
2200 - 2400
BOREHOLE 1 PROPOSED FOUNDATIONS WERE NOTED AT ESTIMATED Ys <20mm
2400 - 2600
THE TIME OF SITE INVESTIGATION.
2600 - 2800
2800 - 3000 SCALE N.T.S DATE
SOIL TEST RESULTS
X ii LF
5 Porkvlew Street
Milton Old. 4064
P: (071 3367 0211
DRAWN MG 08/05/0 9
NOTE: ;:,tnlouli;lg Engine F: 1071 3367 0205 LOT 11 BANKSIA AVENUE 09.1029
ALL DIMENSIONS SHOWN
E: [email protected] 601
ARE APPROXIMATE ONLY.
CMl, StucIural rad ";i T e"tg E: [email protected] NOOSA JOB No. DRG. No.
UEQ CmU Ply Ltd t/a ABN 53 045 711 248 E: soiItestingOPdeq.com.au
CHECKED SHEET 1 OF I
Page 25
APPENDIX E GUIDELINES FOR HILLSIDE CONSTRUCTION [OCR of page images] APPENDIX E GUIDELINES FOR HILLSIDE CONSTRUCTION
Page 26
SOME GUIDELINES FOR HILLSIDE CONSTRUCTION
GOOD ENGINEERING PRACTICE POOR ENGINEERING PRACTICE
ADVICE
PLANNING
SITE PLANNING Having obtained geokecbeical advice. planthe deveingmet with the risk Plan develeptneot withoatregard Earths Risk.
arising from theideatified hazards and eocxauences in mind-
DESIGN AND CONSTRUCTION'
HOUSE DESIGN Use flexi6lo"pt[nctwea which incorporate properly dussigoed beiel wrork limber Feat plms which regraite extensive cutting and
a keel framei timber otpand cladding filling.
y
Cmatder ore CF s lit Irvels. MoveRIeLtmmtele salt structures.
Use decks forioaeatlenal Areas 'abate Appropriate.
S CLEARING Retain natural vo etatiouwhemver izactLeable. Indi I clear the site,
ACCPSS & Satisfy requirements below for cuts, fills, retaining walls and drainage. Excavate and fill for site acceia before
DRIVEWAYS Council specifications for grades may aced to be modified. geatechnieal advice.
Driveways; and r!AtM areas ma need toile fall ' on 'crs
EARTHWORKS Retain natwilcmtourarvberover e. Ad icaiminantlialkearthw+osks.
CUTS Minimiac dell barge dcale W^ j and betmlvng.
Support with engineered retaining walls or batter to appropriate slope. Unsupported eiitk-
Proride deal mcarares and erosion eaohoL 1 coin
F>us Minimise bdtbl Loon or poorly compaetnd all. which if it fails,
Strip vegetation and topsoil and key iatenstural slope prior to filling. may flow a ccnaiderable distance including
Use clean fill materials and compaetIn engineering standards. onto property below.
Batts to apprepriste slope or Support with engineered retaining wall. BIO* natural drainage Iiora.
Provide ma him drainage and appropriate sabaeafaeo drainage. Fill over mating vegetation and topsoil-
Include -h-mps, trees, vegcfatian, topsoil,
boulder build' nobble eta in fill.
Roca O jrcROPS Reagove or stabilim boulders which may have unacceptable ride. Disturb or undercut detached blacks or
& BOUDERS Su art rack faces where necomary, boulders.
RETAINING Engineer design to resist applied soil and water forces. Caostcuct M. sera haafly Inadequate wall such as
WALLS Found on rock Ahere geziticablo. Dandatunc flagging. bride or Unreinfosced
Provide r hn,ff c drainage within wall backfill ad rarface drainage cc slope blockwort.
above. Lack of sabsurfaee drains and woepleotcs;
Construct wall as as "ble after cutifill operation.
POCITEtGS Found althinrock where practicable. Pound on topsoil, loose fill, detached boulders
Use rows of pith or strip foatarga oriented up and down siopo. ' a r undercut cliffs.
Design fiorlaternl ervcp preasarea I f nrcemity.
RqckMLbouz excavations to emeludo imeress of surface water.
SWIhCdINGPOCILS Engines designed.
Support on piers to rock where practicable.
Provide with under-drainage and gravity drain outlet where practicable.
Design for high soil pressures which may develop on uphill side whitmt there
be little or no Wool sWpon on downhill side.
DRAINAGE
St1RFAC Provide at tops of out and 511 slopes. Discharge at top of lilts and euta.
Diachargo to street drainage or natrtial barer couraea. Allow water to pond on bench areas.
Provide general fails to proveOt blockage by siltation and incorporate At naps.
Line tominimiae infiltration rod make flexible where possible.
lal airucb>rea to dissipaw energy arch es of Aepe, andlor direction
SUaetatt=ACB Provide filter around subsrrfaee drain. D-Iv Lsrgc roof runoff Into absorption truoc.:es
Provide drain behind retaining walls.
Use, ffeigble pipelines with accesr for maiatewaca
Prevent Mew of awfaco water.
Si_Yr7C& Ux"uyrequ=spump-oeuormaineseverrysums; absotptiontrwcheamay Disebirgo tirlirgo directly Cola arid ^ntoniop.'a.
Sttu toff he possible in some areas ifrisk is acceptable. Use abeorptlce trenches without Caabtdoratioa
Storage tanla should be water-tight and adequately founded, of landslide risk.
EROSION Control msien as this may lead to instability. Failure to abscrvc earthworks and drainage
CONTROL & Revcgetato cleared area. reco®mcndstioos when landscaping.
LANDSCAPING
DRAWINGS AND SITE VISITS DURING CONSTRUCTION
DRAWINGS Building Apallcatioa drawings should be viewed by gootechnical consultant
SIZE VISTIE Silo Vans by cottaultaet may be auoropriate during cacstrtsetionl
INSPECTION AND MAINTENANCE BY OWNER
OWNER'S Clean drainage systemr, repair broken jainls in drains and leaks in supply
RESPONSIBILITY pipe=
WLuu stniciural dldrress Is evident sec advice.
If roe 2c obsavcd, deterviine taus: or seek acv ce oncooscquenct"s
Page 27
GUIDELINE5FORCONTROLOFSLOPEINSTABILITY
VEGETATION
RETAINED
SURFACE
DRAINAGE
FLEXIBLE
STRUCTURE
ROOF WATER
PIPED OFF SITE
SUBSOIL DRAINAGE MAY .
BE REQUIRED IN SLOPE
SEWERAGE EFFLUENT PUMPED OUT
OR CONNECTED TO SEWER TANKS
ADEQUATELY FOUNDED
ENGINEERED RETAINING WALLS WITH
SURFACE & SUBSURFACE DRAINAGE
CONSTRUCTED BEFORE HOUSE
Figure 4 Illustrations of Good and Poor Hillside Practice source.,Reference 3
Page 28
PRACTICE NOTE GUIDELINES FOR LANDSLIDE RISK MANAGEMENT 2007
APPENDIX C: LANDSLIDE RISK ASSESSMENT
QUALITATIVE TERMINOLOGY FOR USE IN ASSESSING RISK TO PROPERTY
QUALI7A17IVE MEASURES OF LIKELIHOOD
Appruxiinate Annual Probability
Implied Indicative Landslide
Indicative Notional Recurrence Interva l Description Descriptor Level
Value Bouudaly
10 5 i 102 10 ears The event is expected to occur over the design life. ALMOST CERTAIN A
20 years The evert{ will probably occur under adverse conditions over the
I0 ` 100 years LIKELY II
design Inc.
f
Sx10 ' 200 years
1Q _ 1000 ourA The event could occur under adverse conditions over the design life. POSSIBLE C
5x19 ^ _ y 2000 veers
The event might occur under very adverse c;rci ristances over the
1Q t 10,ooo years UNLIKELY D
-' design life.
Sx]G 20,000 years
lU-' The event is conceivable but only under exceptional circumstances
100.000 years RARE T
over the design life.
IQ _, 5x 1 0 200,000 veers
1.000 000 years the event is inconceivable or fanciful over the design life. BARELY CI EDIBLE F
Note: (1) The table should bo used from loft to right; use Approximate Annual Probability or Description to assign Descriptor, not vice versa.
QTIA1.17ATIVP. MEASURES OF CONSEQUENCES TO PROPERTY
Approximate Cost of Damage
Description Descriptor L eve l
Indicative Notional
Value Boundary
Stricture(s) completely destroyed and/or large scale damage requiring major engineering works for ,
20Ct9'o CA'fA5'f1LU1 hl1C 1
stabilisation. Could cause at least one adjacent proporty major consequence damn e.
100 1/0
Extensive dmnage to most of structure, and/or extending beyond site boundaries requiting significiinI 2
60% MAJOR
stabilisation works. Could cause at least one adjacent rort medium conve uencc dania •c.
'10%
Moderate damage to some of structure, and/or significant part of site requiring large stabilisation works. 3
20% MEDIUM
Could cause at least one adjacent propccty minor consequence damn ge.
10% 4
5% lobo Limited damage to rt of structure, and/or part of site requiring some reinstatement stabilisation works. MINOR
Little damtage. (Note for high probability event (Almost Certain), Ili is category may he subdivided at a 5
0 5, INSIGNIFICANT
notional boundary of 0.1%. See Risk Muhi.x.)
Notes: (2) The Approximate Cost of Damage is expressed as a percentage of market value, being the cost of file improved value of the unaffected property which includes the land plus the
mnat'iitcied struchuas.
(3) The Approximate Cost is to be an estimate of the direct cost of the damage, such as the cost of reinstatement of the damaged portion of the property (land plus structures), stabilisation
woii:s required to render the site to tolerable risk level for the landslide which has occurred and professional design fees, and consequential costs such as legal fees, temporary
aecurntnodalion. L does not include nddilional stabilisation works to address other landslides which may affv t the property.
'I'hc table should be used from left to right; use Approximate Cost ofDaniage or Description to assign Descriptor, not vice versa
91 Australian Geornechanics Vol 42 No 1 March 2007
Page 29
PRACTICE NOTE GUIDELINES FOR LANDSLIDE RISK MANAGEMENT 2007
APPENDIX C: - QUALITATIVE TERMINOLOGY FOR USE IN ASSESSING RISK TO PROPERTY (CONTINUED)
()Il ql t'J 4TII'Ii RIXA AANA!.1 SIS Al4 "I'RIl -LEVEL OF RISK TO PROPERTY
[AKE1,IItOOD >
CONSE Q U ENCES TO PROP ERTY (W ith Indicative Approximate Cost of Damage)
ludicalive Value of 1: CATASTROPHIC 2: A'1AJOR 3; MEI)ILP 1 4: MINOR 5:
,\pproxhnnteAnnu;il 200% 60% 20% 5% INSIGNIFK'AN'I'
Probability 0.5%
1LMOS1' Cl{K'1',11(\' lit"r '1#1= { VK II M or 1, (5)
El 1,I10,U,1' E(1' l<, VI'l If M
a s.'
C POSSIBI,IS li)`' TIt - M M VI,
1) 1INLIXha.\' IA'' ll ivl i. L Vi.
P; - RARE 10-` M L L vi, Vi,
BARELY ('RI?I)i111,r. It)' 1. 'VI VL VI1 1'l,
Notes I? ) For Cell A5. nay be subdivided such that a consequence of less [half 0.1% is Low Risk.
(b) When considering a risk assessment iI In list be clearly stated whethct' it is Ibr exishtlg unldiIions of w'ilIf risk eomtl'oi lncasttres which m:ty 11( it be imple nemled at the current
lints.
RISK LEl'E1. IMPLICAT IOr1 S
Risk l es'el Exam rlc Im lirutians (7
I lnacccplnhle withaarl I 'calorcnt Extensive rlrtniled iuveslipjili0n .roil ros, in li, pt1nnin2, and imhtmmmat»tinn of 115'SI nnm
options essential to reduce risk to JAW: niny be loo expensivcnod not practical. Work likely to cost more tltno value of the
pro crty.
[Inaccelxablc Without Irenlmeut. Detailed investigation, planning and imple11icu1ation of L'eatmcnI options required to reduce
tI I I1Gli RISK
risk to Low. Work would cost a substantial stmv in relation to the value of the property.
May be tolerated in certain circuutstances (subject to regulator's approval) but requires investigalioil, planning and
M M[lt)l-.RA I I- If.Sl; ouptemenlation of treatment options to reduce the risk to Low. Treatment options to reduce to Low risk should be
inlplcntented as soon as practicable.
usually acceptable to regulators. Where treatment has been required to reduce, the risk to this level, ongoing maintenance is
I LOW RiSK
rct aired.
Acceptable. Manage by normal slope maintenance prcx:edures.
V1, VLRY Lc iW RISK
Note: (7) Thu implications for a Iknticuhtr situation are to be determined by all parties to the risk assessment and may depend on the nature of the property at risk; these the only
given asa general guide.
02 Australian Geonicenanics Vol 42 No 1 March 2007
Used in these records
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