Stormwater Management Plan

Page 2

                                           - Contents -


1.0       INTRODUCTION.................................................................................................. 1

2.0       EXISTING CONDITIONS .................................................................................... 1

3.0       PROPOSED DEVELOPMENT............................................................................. 2

4.0       STORMWATER TREATMENT & DISPOSAL                                          OVERVIEW ........................ 2

  4.1   EXTERNAL CATCHMENTS RAPID INFILTRATION SWALE A                                                                          3
        4.1.1 Emergency Overflow (>100year ARI events)                                                                          4

  4.2   HOTEL CATCHMENTS RAPID INFILTRATION SWALES B AND C                                                                       4
        4.2.1 Emergency Overflow (>100year ARI events)                                                                           5

5.0                                                              ................................................................. 5

  5.1   RIP Infiltration Capacities (100year ARI events)                                                                        6




APPENDICES

APPENDIX A Engineering Drawings

APPENDIX B Stormwater Management & Maintenance Plan

APPENDIX C Prototype RIP Test Results

APPENDIX D        Spreadsheet Model Results

APPENDIX E Detail Survey

APPENDIX F Historical Engineering Drawings

Page 3

1.0    INTRODUCTION

This report is lodged in support of a Change application by Calile Malouf
Investments to Noosa Council seeking to develop a hotel at Lots 10 and 11
SP195871, Serenity Close, Noosa Heads.

The proposed development follows four stages of residential unit buildings
developed by Cape Bouvard over the greater Settlers Cove site with Alta
           Engineers having completed stormwater design, inspection and
certification for all previous stages.

Design solutions presented in this report are consistent with those previously
adopted with minor refinements borne of experience.



2.0    EXISTING CONDITIONS

The subject site is currently undeveloped and supports vegetation subject to
assessment and recommendations by the Ecological Consultant.

The site falls at moderate grades away from Serenity Close towards an
existing concrete pedestrian path with constructed and natural wetlands areas
to the south.

The entire site consists of loose, poorly graded dune sand and as such
contains no defined overland drainage paths since rainwater infiltrates
directly through the permeable surface.

Stormwater and sewer lines within Easements R, S and F roughly bisect the
site adjacent the existing boundary between lots 10 and 11.

In order to make way for the proposed building footprint, the sewer will need
to be relocated to the Serenity Close Road Reserve with stormwater dealt with
as set out later in this report, including a realigned emergency overflow pipe
located beneath the building in a volumetric easement.

Refer detail survey at Appendix E.




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SH/PL
                         Brah101 Pty Ltd t/as ALTA PROJECTS

Page 4

3.0    PROPOSED DEVELOPMENT

The proposed development consists of multi storey hotel buildings and villas
with basement carparking underneath and all buildings to be surrounded by
extensive terraced landscape areas, both hard and soft.

         vehicular entry to basements will be from Banksia Avenue while
service vehicles will access back of house areas via the cul-de-sac bowl at the
end of Serenity Close.

The existing concrete footpath at the eastern end of Serenity Close will be
extended westwards in order to provide street access for proposed villas and
requiring a length of existing concrete edge restraint and grassed swale to be
decommissioned to make way for kerb and channel and footpath. Existing
landscaping within the road reserve will be largely preserved in these areas.




4.0    STORMWATER TREATMENT & DISPOSAL OVERVIEW

Treatment and disposal of runoff will be carried out in accordance with the
approved document Settlers Cove Noosa Residential High Density Environmental
Management Plan (EMP 1) by WBM Oceanics Australia.

Alta Projects Engineers (formally TATE) were involved in formulation of the
overarching development approval document and EMP1 produced by WBM
Oceanics.

EMP1 recognises in particular the regimes of stormwater runoff and
infiltration which existed over the broader RHD site pre-development.

Essentially it was recognised that the RHD site lies atop a dune of poorly
graded sand with particularly high rainfall infiltration rates. As such the
natural state sees all rainfall for events up to 100 year ARI infiltrate the dune
close to where it lands and replenish the water table below with little or no
runoff.

The standing water table forms a profile similar to the shape of the dune,
albeit at a depressed scale and emerges as seepage flows adjacent Noosa inlet
at or about RL 5.0m.




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SH/PL
                         Brah101 Pty Ltd t/as ALTA PROJECTS

Page 5

The zone between RL 5.0m and the inlet was recognised as having
particularly high ecological values, supporting numerous stands of swamp
mahogany and various species of fauna. Critically it was recognised that
these ecological values were dependant on maintenance of the natural
hydrogeological regime and no nett reduction in rainwater infiltration post-
development.

Consequently, and in order to counteract the effect of significant impervious
areas being constructed, the design approach will see stormwater runoff from
roofs and hardstand areas, up to 100-year ARI infiltrated into the natural
sands via a series of Rapid Infiltration Pits (RIPs) in order to achieve no net
reduction in rainwater infiltration.


       4.1 EXTERNAL CATCHMENTS                  RAPID INFILTRATION
       SWALE A

       The eastern end of the Serenity Close roadway and the existing
       residential building at the north-eastern corner of the site; Macquarie
       Lodge and Petrie Mansions were all constructed by RF Thompson
       Developments                                                    Settlers
       Cove Noosa Residential High Density Environmental Management Plan
       (EMP 1) produced by WBM Oceanics Australia.

       As mentioned above that approved document recognised the
       importance of rainwater infiltration for the ecology of the site and
       surrounding wetland areas and provided the ground rules for
       stormwater management on all subsequent Settlers Cove development.

       As such the current best practice of rainwater infiltration was not
       adopted for those early developments and instead stormwater was
       collected and conveyed to Noosa Inlet via traditional methods
       including the existing stormwater line mentioned in section 2.0 above.

       In or around 2005 the stormwater line was partially realigned with two
       (2) Rapid Infiltration Pits (RIPs) retrofitted in a nominal effort to
       promote rainwater infiltration (Refer Historical Engineering Drawings
       at Appendix F).

       The current proposal seeks to rectify the outdated approach of those
       earlier developments by constructing Rapid Infiltration Swale A at the
       existing low point in Serenity Close to intercept piped and overland
       flows from earlier upstream developments mentioned above. The
       swale will                                             rate all flows up
       to 100 year ARI.

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SH/PL
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Page 6

              4.1.1 Emergency Overflow (>100year ARI events)

              Emergency overflow, for events (>Q100) which cannot be
              wholly infiltrated by RIPs, would surcharge from the RIPs and
              be collected by an emergency overflow pit within the swale and
              stormwater line realigned beneath the building and sized to
              convey flows up to 100 year ARI to the existing headwall at the
              constructed wetland to the south whilst maintaining a minimum
              freeboard of 0.5m to the proposed hotel building.

              Refer to Engineering Drawings at Appendix A for details.

              Consequently, the combined capacity of the emergency overflow
              system and RIPs would equate to two (2) times the 100 year ARI
              storm which is considered to be the Probable Maximum
              Precipitation (PMP) event.

              Calculations of RIP infiltration capacities and emergency inlet
              pit capacities (50% blockage) are included at Appendix D.

              Whilst a volumetric easement in favour of Council is proposed
              over the emergency overflow system, inspection and
              maintenance of the swale, RIPs and overflow pits and pipes
              would fall to the owners of the site with the site owner accepting
              all risk associated with such a role and the consequences of
              system failure.

              Refer Maintenance Schedule at Appendix B.




              4.2    HOTEL CATCHMENTS             RAPID INFILTRATION
                     SWALES B AND C

       Runoff from impervious areas of the proposed hotel development will
       be collected and piped to Rapid Infiltration Swales B and C with events
       up to 100-year ARI infiltrated into the natural sands via a series of
       Rapid Infiltration Pits (RIPs) in order to achieve no net reduction in
       rainwater infiltration.

       Driveway and carpark areas will be passed through a GPT/oil arrester
       to remove oils and hydrocarbons prior to infiltration.



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A6769/22/SWMP/RevA      October 2022                                         Page 4 of 6
SH/PL
                         Brah101 Pty Ltd t/as ALTA PROJECTS

Page 7

       Main roofed areas from both buildings will drain to Rainwater
       Harvesting Tanks with captured runoff utilized for landscape
       irrigation. Tank overflow will be directed to catchment specific RIPs.
       Final tank locations and sizes are to be confirmed utilising a water
       balance model at OpWorks stage.

       Runoff from main landscaped areas will be intercepted and treated via
       landscaped swales prior to collection in pits and pipes and discharge to
       RIPs.

       Refer to Engineering Drawings at Appendix A for details.


              4.2.1 Emergency Overflow (>100year ARI events)

              Emergency overflow, for events (>Q100) which cannot be
              wholly infiltrated by RIPs, is to be directed toward the
              constructed wetland areas to the south as controlled sheet flow
              at velocities/depths which will not induce significant scouring.

              In order to achieve t
              bunded Rapid Infiltration with stone pitched weirs 12m long
              and at a constant height 0.2m below surrounding bunded areas
              to control emergency overflow.

              The rough nature of the stone pitching will also provide an




5.0

RIPs consist of a bottomless stormwater pit which promotes infiltration
through its base.


installed at the base of the RIP to protect against clogging of dune sands
below.

RIPs will be subject to routine inspection and maintenance by the
maintenance team and such maintenance is critical to their ongoing function.
(Refer Maintenance Schedule at Appendix B).


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A6769/22/SWMP/RevA      October 2022                                         Page 5 of 6
SH/PL
                         Brah101 Pty Ltd t/as ALTA PROJECTS

Page 8

RIPs have been installed on all of the Cape Bouvard Developments within
Settlers Cove and have proven to work very well.
Refer engineering drawings at Appendix A for RIP details.



       5.1    RIP Infiltration Capacities (100year ARI events)

       Alta Projects Engineers (formally TATE) were involved in formulation
       of the over-arching development approval document and EMP1.

       Such involvement included construction of a prototype RIP on the
       Settlers Cove site and field testing to determine infiltration rates.

       Results were consistent indicating a liner relationship between driving
       head and infiltration rate such that:

       Infiltration Rate (mm/s) = 4mm/sec + 13.6 x head (m)

       Refer to Appendix C for prototype test results.

                                                      , a spreadsheet has been
       developed and utilised for all previous stages of Settlers Cove.

       Temporal patterns for Zone 3 from the Australian Rainfall and Runoff,
       Volume 2 were applied. These temporal patterns were used in
       conjunction with the average rainfall intensities for the Noosa region to
       create a series of design storms of varying duration for a 100-year
       average return interval (ARI).

       Temporal patterns were converted to flow rates by breaking each
       storm event into a series of short duration storms. A triangular flow
       verses time approximation was used for each sub storm with sub storm
       flows then added to produce flow Vs time for RIP inflow.

       Outflow and water depth were then calculated through iterations for
       the duration of the storm based on the infiltration rate / head
       relationship discussed above. A factor of safety of 2.0 was applied to
       the observed prototype infiltration rate. Each RIP was then sized to
       prevent overtopping in a 100-year ARI storm event of any duration.

       Spreadsheet model results for the external catchment and the proposed
       hotel buildings are attached at Appendix D.



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A6769/22/SWMP/RevA      October 2022                                         Page 6 of 6
SH/PL
                         Brah101 Pty Ltd t/as ALTA PROJECTS

Page 9

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Page 22

Stormwater Management &
Maintenance Plan

 

Page 23

STORMWATER MANAGEMENT AND MAINTENANCE PLAN

 

aes MAINTENANCE OF RAPID INFILTRATION PITS (RIP’s)
1. Objective To ensure ongoing function of RIP’s in reintroducing
runoff into the subsoil and prevent
surcharge/flooding.
Consequences of | Possible flooding of building during storm events.
Failure
2. Management Strategy | RIP internal surface to remain free of silt/sediment

build-ups.

RIP grates to remain clear and free of debris or
blockages.

 

Actions

Maintenance Contractor to be issued with
laminated copies of final ALTA Projects drawings
A6769/22/PD01 to PDO5 for reference.

Swales and RIP surface grates to be kept clear of
any debris or blockages.

Maintenance contractor with appropriate
enclosed spaces qualifications and procedures in
place to enter each RIP to inspect at quarterly
intervals and after any event where more than
50mm of rain has fallen.

Any debris, leaf litter etc accumulated in the RIP to
be removed and disposed of lawfully.

Upper BIDIM A14 filter layer to be inspected and if
more than 50% covered in silt or mud replaced.

Upper BIDIM A14 filter layer to be replaced
annually.

When replacing upper filter, the sand layer below
to be inspected for discolouration and
contamination and if present ALTA Projects to be
notified for review and further advice.

RIP walls and balance pipes to be inspected for
any signs of cracking or degradation. If observed
ALTA Projects to be notified.

All removed filter layers, sand, sediment, silt to be
disposed of lawfully.

 

Performance Indicators

No surcharging of RIPs.
No overflow from rock pitched weirs

 

Frequency/Deadline

Inspections after rain events or quarterly
(whichever comes first)

 

 

 

Reporting and Review

 

Maintenance Contractor to make entries in service
diary.
Site Owner to review service diary annually.

 

 

Page 24

ELEMENT : MAINTENANCE OF STORMWATER EMERGENCY OVERFLOW

1.

Maintenance
Objective
Consequences of
Failure

To ensure ongoing function of Stormwater
Emergency Overflow System.

Possible flooding of building during storm events.

 

Management Strategy

Stormwater Overflow pit, grate and pipes to
remain in good condition, clear and unblocked.

 

Actions

Maintenance Contractor to be issued with
laminated copies of final ALTA Projects drawings
A6769/22/PDO01 to PDOS for reference.

Stormwater swales to be inspected at quarterly
intervals and after any event where more than
50mm of rain has fallen and cleared of any rubbish,
debris, plant litter etc which may block pit grates or
pipes.

Emergency Overflow pit grate to be inspected at
quarterly intervals and after any event where more
than 50mm of rain has fallen and cleared of any
blockages, rubbish, debris, plant litter

CCTV survey of Emergency Overflow pipes to be
carried out annually and reviewed for any signs of
ponding, blockages, breakages, pipe
degradation etc. Any problems identified to be
referred to ALTA Projects for review and further
advice.

Details of all inspections, observations, service
activities and remedial actions to be recorder in
service diary at the time of inspection/service.

 

Performance Indicators

No blockage of Stormwater Emergency Overflow
System.

 

Frequency/Deadline

Inspections and maintenance after rain events or
quarterly (whichever comes first).
CCTV Pipes annually.

 

Responsible Person

/Organisation

Site Owner to appoint and direct Maintenance
contractor.

Site Owner to ensure maintenance schedule
adhered to and review service diary.

Maintenance contractor to ensure swales, grates,
pits and pipes are inspected and serviced as
specified and ensure details of all inspections,
observations, service activities and remedial
actions are recorded in service diary.

 

 

 

Reporting and Review

 

Maintenance Contractor to make entries in service
diary.
Site Owner to review service diary annually.

 

 

Page 25

Prototype RIP Test Results

 

Page 26

 

 

 

 

   
  

 

 

 

 

  

 

 

 

 

 

 

 

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Page 27

Spreadsheet Model Results

 

Page 28

Noosa IFD table

~~

Location ¥,
Label: Not provided = %

s r sf 2 eb ane
Latitudes -26.3951 [Nearest grid cell: 26.3875 ($)] - °
Longitude:153.0854 [Nearest grid call: 153.0875 =

(6)

©2022 MapData Services Pry Lid (MDS). PSMA
IFD Design Rainfall Intensity (mm/h) Issued: 05 October 2022

Rainfall intensity for Durations, Exceedance per Year (EY), and Annual Exceedance Probabilities (AEP).
FAQ for New ARR probability termincloay

 

 

_| Table | | chart | Unit:
63.2% SO%#  20%* 10% 5%, 2% 1%
172 194 262 307 349 404 aac
146 166 229 272 314 372 417
137 156 214 253 292 344 384
131 148 202 238 274 320 355
125 141 192 226 258 300 332
102 115 155 180 205 235 258
86.5 97.6 131 153 173 199 217
735 852 115 1234 152 175 191
67.4 76.1 103 120 136 157 173
61.0 68.9 93.2) 109 124 144 158
48.3 54,7 74.6 87.8 101 117 130
40.6 46.1 63.3 74.3 86.2 101 113

31.5 36.0 30.0 59.6 69.0 81.8 91.6
26.3 30.1 42.2 50.6 38.9 70.2 79.0

 

20.4 23.5 33.3 40.2 47.2 36.6 64.0
4.5 hour 15.9 18.4 26.4 32.1 37.8 45.6 517
6 hour 13.3 15.5 22.4 27.3 32.3 39.2 44.4
9 hour 10.4 12.1 17.8 21.8 25.8 31.4 35.8
12 hour 8.75 10.2 15.1 18.5 22.0 26.8 30.7
18 hour 6.82 7.99 11.9 14.6 17.5 21.4 24,5
24 hour 5.69 6.68 9.94 12.3 14.8 18.1 20.9
30 hour 4,93 5.78 8.63 10.7 12.9 15.9 18.3
36 hour 4.37 5.12 7.66 9.53 11.5 14.2 16.4
48 hour 3.58 4.20 6.30 7.86 9.50 11.8 13.8
72 hour 2.67 3.13 4.70 3.88 7.15 8.98 10.5
96 hour 2.15 2.51 3.77 4.73 5.76 7.27 8,53
120 hour 1,80 2.11 3.16 3.96 4,83 6.10 7.16
144 hour 1.56 1.82 2.72 3.41 4.16 5.24 6.15

 

 

168 hour 1,38 1.61 2.40 3.00 3.65 4.59 5.37

 

Page 29

Noosa IFD Table PMP Events

 

Location

Label: Not provided = %
ED ane

Latitude: -26.2951 [Nearest grid cell: 26.2875 ($)] 2

Longitude:153.0854 [Nearest grid cell: 153.0875 |
(E)) ~

wee apData Services Pty Ltd (MDS), PSMA

 

Rare Design Rainfall Intensity (mm/h) Issued: 05 October 2022

Rainfall intensity for Durations, Exceedance per Year (EY), and Annual Exceedance Probabilities (AEP).

FAQ for New ARR probability terminoloay

 

 

 

Table | | Chart | Unit:
Annual Exceedance Probability (1 in x)
1in 100 1in200 tingsoo fi
aes 495 574 637 702
417 473,—=—sS5G—isiGDCts«éNG
a4 432 507 366 630
355 398 465 518 374
332 371 431 479 530
258 286 331 367 404
217 242 280 310 341
191-213-2478 20
1730 192,s«228—s4FsB
iss 177,'s—s«205'—i(i2st«i
130 «145 S469 188 208
113°0«126—='(is4?ssB st
916 103 119133 147
79.0 983 103 116 126
64.0 713 82.7 91.7 © 101
517.574 6637S OT
44.4 49.2 56.7 62.6 68,7
35.8 39.6 45,5 30.2 55.0
12 hour 30.7 33.9 39.0 $3.0 47.1
18 hour 24.5 27.2 31.4 34,7 38.2
24 hour 20.9 23.3 27.0 23.9 33.0
30 hour 18.3 20.9 24.5 27.4 30.6
36 hour 16.4 18.9 22.4 25.3 28.3
48 hour 138 160 191 217 245
72 hour 105 122 147 168 194
96 hour 253 989 119 136 155
120 hour 7.16 «8.29 9,99 14.8 13.0
144 hour 615 742 857 9.79 144
168 hour 537 623 7.49 955 9,71

 

 

 

Page 30

EXTERNAL CATCHMENT — 100 YR ARI

 

Maxmum Outflow in RIP’s and depth of water

 

Page 31

 

 

Water Depth in Pit (m)

 

2.50

2.00

@

8

0.60

 

  
 
 
 
 
 
 
 
 

20.0

40.0

Depth vs Time
10 Year ARI

60.0

80.0

——5 min Storm

—10 min Storm
30 min Storm

——60 min Storm
120 min Storm

6 hour Storm

  

Time (min)

 

 

 

 

Page 32

INTERNAL CATCHMENT — 100 YR ARI

 

Maxmum Outflow in RIP’s and depth of water

 

Page 33

 

2.50

2.00

3

Water Depth in Pit (m)

0.60

 

Depth vs Time
10 Year ARI Back
—5 min Storm

 

 

—10 min Storm 7

 
 
 
 
 
 
   

30 min Storm
60 min Stom
120 min Storm

——6 hour Storm

 

Time (min)

 

 

 

Page 34

 

EMERGENCY OVERFLOW PIT
QUDM (2007) Section 7.05.04

‘Parameters:
Length side + (L1) = HIS (m)
Length side 2(L2) = 45 (m)
Depth of Water over inlet (h) = 01360) (m)

blockage factor G5)

Weir Flow Conditions;

 

Q, = 0.5 x 1.66 L.h®?

Where Qg = Flow into field inlet (m*/s)

1.66 = weir coefficient
L = weir length (m) [= 2 x {L1+L2}]

h = depth of water over inlet

Therefore y= GTS

 

Page 35

 

 

RIP Overflow Weir Calcs

QUDM Section 5.10.4
Parameters;
Length siae 1 (L1) - D2 (=)
Water over inlet (h) = se)

Blockage Factor DP (m
Therefore Q= NESSES

Weir Flow Conditions;

 

Qg = 0.5 x 1.66 L.h??
Where Qg = Flow into field inlet (m*/s)
0.5 = blockage factor (typ)
1.66 = weir coefficient
L = weir length (m) [= 2 x {L1+L2}]

h = depth of water over inlet

Page 36

Detail Survey

 

Page 37

 

 

 

 

 

 

 

 

 

 

PERMANENT MARKS.
PM ORIGIN BEARING | __DIST NO TYPE
6-OPM (not searched) | 27/SP195875 | 20°40°40"| 94-925 | 17629
2/-OPM (New Ref) | /6/SPI95875 | 315°0F25"| 44212 | 167940
22-0PM 22/5P19587! | 269°29 | 5-843 | 167940

 

 
 
 

Sheet | "of

 

 

 

  
 
 
 
 
 
 
 
       
   
   
     
       
   
 
 
 

Survey Report

Stations 1-6, 10, 11, 14, 15, 17, 18, 21, 22, 26,
27, 30, 32 -— 34, 36, 39, 43 & 45 are fixed by
original marks and measure in general
agreement with SP195871. Stations 7 — 9, 12,
13, 16, 23 — 25, 28, 29, 31, 35, 37, 38, 40-42 &
44 are reinstated deed per SP195871. Stations
19 & 20 are reinstated deed distance from

Stations 18 & 21 per SP195871. je SEEDIAGD

SHEET 2

No O Mk
ek
S302595 rege “ op 20295 0-09 ‘gb
ay. Fe ee Remvd 1 4 lle
: Beg Pld OP Renwd XB,
O Screw a
34, SP195871 ‘.

 
  

op

HE°O!, 0-03
Remvd
Peg Pld

RP889602

SEE DIAG B

 

 

No OMk

Peg Pid
O Screw hole. 30 59/50"
fo o8!6

d 5) 97 265°, 0:03
Remvd, Peg Pld

    
   
   

++, /B°SE-35,
BaB90

SEE DIAG C
SHEET 2

Area Vide Title & Survey

(Lot /0) 1-2/6 ha
(Lot /l) 1-188 ha

B.B.H. PTY. LTD. (ACN 010 427 531) (trading as Bennett and
Bennett Group) hereby certify that the land comprised in this plan
was surveyed by the corporation, by Majella Therese Bames,
Surveying Graduate, for whose work the corporation accepts
responsibility, under the supervision of Stephen Paul Pedwell,
mebthat the plan is accurate, that the said

survey dance with the Survey and Mapping
Infrastn

Reguigier Woe said survey was completed
ont

SP195871

_ Emt he
“" SP100064

(New Ret)

 

   
    

 
 

    
    
    
 
      
    

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

605
7
SP195871
. ‘No O Mk
EmtA Peg Pid
RP2O2265 A Remne
19 Reawd
No O Mk %
Peg Pid . EmtA
RP 202265 Notification issued to the owner(s) of Lot Ion
 Emt GC SP195871 and Serenity Close on 20/10/2021.
SPI95875.
/ REFERENCE MARKS
[STH] TO ORIGIN BEARING | DIST
i O Screw in Kb (8/SP 100064 59°16’ | 4223
6 OIP gone 12/RP 166371 | 82°20'10" | 1-0
7 ‘ 6 ONail in Kb 3/SP100064 78°32’ | 5-869 | (New Ref)
9 wer 6 O Nail in Kb I/SP100064 | 108°49°20" | 2I-/47
6 O Screw in Kb 1S94985 13201240" | 45368
7 [Pin (74°59 | 0-868
9 | OScrewinkb gone | 3/5P195871 | 100°45'10" | 23-605
g Screw in Kb N2°3F | 27-394
10 | OScrew in Cone 25/SP195875 | 127°59 | 10-27
14| ONailinM/iDistd | 27/5P19587! | 350°23 | 10-096 | (New Ref)
21| 0 Screw in Cone 16/SP195875 | 106°4315" | 2843
26 O Screw in Kb 220/5P 195871 | 227°13' | 4555
28| Screw inkb Fa 276°%02 | 6238
29| — Screw in Kb Fa 30391" | 7157
32) OScrewholeinkb | 23/5P195871 | 326°20' | 6-46
o4 O Screw in Kb 24/8P195871 | 325%" | 7-054
36 O Screw in Kb (7/SP100064 | 26°33 | 3419
40| — Screw in Cone 25°42" | 0-7!
42| ONoilinM/idistd | 26/SP195871 | 243°10° | 7155 | (New Ref)
Scale 1:1000
ja ——— =
om 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
0 1 L ! 50 fmm _ 1 \ {100 mn _ | L j__150 |r
CUENT
PO Box 5021, GCMC QLD 9726 - SETTLER'S COVE PROJECT OFFICE
Ph: (07) 5631 8000 | [email protected] BE N N ETT + [Tocany
Surveying, Town Planning & Spatial Services NOOSA HEADS
www.bennettandbennett.com.au BE N N ETT Local Auth,
NOOSA SHIRE COUNCIL
Map Ref Seale
9545-33142 41000
Drawn Plan No.
ARS 211081_001_IDENT

Identification Survey Plan
of Lots 10 & 11 on SP195871

 

 

 

Meridian

SP195871 Por 1643

 

[ Por,

 

AMI

IS303859

 

 

Page 38

PROPOSED
  PMT

Page 39

s

Historical Engineering
Drawings

 

Page 40

 

 

 

 
 

 

 

 

 

             

 

              

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