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OAD
HOY R
40.0m
ROAD RESERVE
N
W100
EXISTING PAVEMENT TO BE REGRADED. > > W100
> > > >
NEW 150mm GRAVEL PAVEMENT AND 2 NEW 375Ø RCP
2 COAT SEAL TO W100
COAT SEAL TO NEW PAVEMENT.
RP BDY
LOT 9
RP BDY
EXTEND TO EDGE W100
OF SWALE. W100
W100
EXISTING SWALES W100
EXISTING ROAD EXISTING EXISTING TELSTRA SERVICE
PROPOSED NEW WATERMAIN TO BE REPROFILED
PROFILE. NATURAL ALONG NORTHERN BOUNDARY.
W10
ALONG SOUTHERN BOUNDARY TO REMOVE SILT.
SURFACE.
0
WITHIN ROAD RESERVE. UNDER
CLEARED CORRIDOR FOR
POWERLINES (150m). HOY ROAD SECTION A
SCALE 1:200 -
W10
0
DR
EXISTING 600Dia RCP AND
FLOODWAY TO BE
LD
HOY ROAD
EXISTING ROAD PROFILE UPGRADED ENVIRONMENTAL
LOT 1
NA
DO W200
AND ALIGNMENT TO BE
RETAINED AND UPGRADED COVENANT
W100
WITH NOMINAL 150mm
A
C
-
GRAVEL PAVEMENT AND 2
OAD
MA
HOY R
COAT SEAL SURFACING.
LA W200
KE
> > > W100
W1
00
W100
W100
W100 PROPOSED 5X750 RCP
W100 TO BE INSTALLED UNDER
W100 EXISTING CAUSEWAY
W200
W100 NEW INTERNAL
WATER MAINS TO 9
W10
PROVIDE SERVICE 7.57 Ha
0
PROPOSED NEW WATER NETWORK
W100
TO CONNECT TO EXISTING WATER TO ALL LOTS.
MAIN LOCATED ON THE WESTERN
SIDE OF LAKE MACDONALD DRIVE. 1
1.71 Ha LOT 2
W100
W100
2
1.57 Ha
NEW ACCESS ROAD
NOOSA COUNCIL
W100
6.0m PAVEMENT PROVIDED WITH REFERENCE DOCUMENT
FLUSH KERB AND CHANNEL AND
RAL25/0001 29 APRIL 2025
W100
ONE WAY CROSSFALL.
3
1.50 Ha
8 LOT 3
W100
1.50 Ha EARTHWORKS
CUT VOLUME 7542m3
W100
NEW 4.0m WIDE CONCRETE
4 DRIVEWAYS TO BE PROVIDED LOT 4 FILL VOLUME 73m3
1.59 Ha TO REAR ACCESS LOTS.
W100
5 LEGEND
1.50 Ha
LOT 8
W100
W100 PROPOSED 100Ø WATERMAIN
W100
LA W200 EXISTING 200Ø WATERMAIN
6
KE 1.50 Ha 7 PROPOSED GROUTED ROCK RETAINING WALL
RI 1.59 Ha
DG W100
PROPOSED EARTHWORKS FILL
E
CT
LOT 5
PROPOSED EARTHWORKS CUT
LOT 7
PROPOSED ENVIRONMENTAL COVENANT
LOT 6
EXISTING SURFACE CONTOUR
EARTHWORKS EXTENTS
0 40 80 120 160 200m 0 20 40 60 80 100m 0 4 8 12 16 20m
SCALE 1:2000 A1, 1:4000 A3 SCALE 1:1000 A1, 1:2000 A3 SCALE 1:200 A1, 1:400 A3
REV DATE DESCRIPTION BY CHKD PROJECT: DRAWING TITLE:
P 07 5443 4443
A
B
C
07/01/25
19/02/25
04/03/25
AMENDED TO SUIT REVISED LAYOUT
HOY ROAD SECTION ADDED
ENVIRONMENTAL COVENANT AMENDED AND EASEMENTS ADDED
EPW
EPW
EPW
JDN
ILF
ILF
PROPOSED RESIDENTIAL SUBDIVISION OVERALL LAYOUT PLAN
E [email protected] ................ ................ at HOY ROAD, LAKE MACDONALD AND EARTHWORKS EXTENTS CONSULTING
W walsheng.net.au CHECKED DIRECTOR APPROVAL
for INDIGO GROUP ENGINEERS
RPEQ - 4665
CONSULTING A 15/72 Wises Road, Maroochydore Q 4558
PO Box 5512, Maroochydore BC Q 4558
ENGINEERS FOR APPROVAL C This plan is Copyright. Other than for the purposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: C6535/24/SK02 REVISION: C
GARRRRRR!!!! THE PIRATE HAS LEFT HIS MARK!
A.B.N. 39 611 482 716 part of it may in any form or by any means (electronic, mechanical, micro copying, photo-copying, recording or otherwise) be
NOT FOR CONSTRUCTION reproduced, stored in a retrieval system or transmitted without the prior written permission of Walsh Consulting Engineers. All
FILENAME : C6535-24-SK02.dwg - DATE : 4/3/25 - 3:57pm A1 Sheet Size Design: ILF Drawn: EPW Date:DEC 2024 intellectual property remains within Walsh Consulting Engineers. All enquiries should be directed to Walsh Consulting Engineers. COUNCIL REFERENCE: SHEET: 2 of 7
Document Set ID: 23633022
Version: 1, Version Date: 14/03/2025
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Page 2
W100
LOT 7
PROPOSED 4.0m WIDE
N
CONCRETE DRIVEWAY.
LOT 8 4.0m
10.0m
EN
D 39
Ch h.38
5.6
C
Ch.3
.38 0.00
60
Ch.3
W100
3.7
74.1
Ch.3
W100
81
60.0
0
Ch.3
24
40.0
00
00
W1
LOT 9
Ch.3
20.0
00
W100
Ch.2
00.0
00
W100 W100
Ch.2
ENVIRONMENTAL
80.0
W100
00
W100
Ch.2
W100
COVENANT
60.0
00
W100
TP 2
Ch.
40.0
0
W100
0
25.5
2
20.
00
W100
95
000
TP .200
W100 PROPOSED 4.0m WIDE
Ch
20 .00
0
CONCRETE DRIVEWAY.
W10
3.
60
3
Ch
0
00
W1
.1
80
.0
0
00
Ch
0
W1
6.0
00
W1
.
4.0m
16
m
20
.0m
0.
10.0m
00
Ch 136
0
100
TP
.1 W
40 223
00
W1
.0
PROPOSED GROUTED
00
.
TP .1
00 ROCK RETAINING WALL.
W1
C
12 0.
h
LOT 5
3. 00
2
16 0
PROPOSED EASEMENT
0
00
0 OVER GROUTED ROCK
W1
10
W
C
RETAINING WALL.
h.
LOT 3
10
0.
00
0
0
10
W
00
C
W1
h.
LOT 2
80
.0
00
0 PROPOSED 6.0m WIDE PAVEMENT
10
W
WITH FLUSH E2 KERB AND ONE LOT 4
C
h.
WAY CROSSFALL.
00
60
HO
W1
.0
00
0
YR
10
W PROPOSED EASEMENT
C
OVER GROUTED ROCK
h.
OA
40
RETAINING WALL.
TP
.0
00
00
D
32
W1
0
10
TP .20.
.1
W
Ch
01
23 000
LOT 1 LEGEND
.8
41
W100 PROPOSED 100Ø WATERMAIN
EXISTING TREES
ST
TO BE RETAINED. PROPOSED GROUTED ROCK RETAINING WALL
AR
00
W1
T
0.
PROPOSED ACCESS ROAD
00
0
PROPOSED ENVIRONMENTAL COVENANT
NOOSA COUNCIL
00
REFERENCE DOCUMENT
W1
RAL25/0001 29 APRIL 2025
O
0 10 20 30 40 50m
SCALE 1:500 A1, 1:1000 A3
R
REV DATE DESCRIPTION BY CHKD PROJECT: DRAWING TITLE:
P 07 5443 4443
A
B
C
07/01/25
19/02/25
04/03/25
AMENDED TO SUIT REVISED LAYOUT
RETAINING WALL EXTENTS RVISED
EASEMENTS ADDED OVER PROPOSED RETAINING WALLS
EPW
EPW
EPW
JDN
ILF
ILF
PROPOSED RESIDENTIAL SUBDIVISION ROADWORKS LAYOUT PLAN
E [email protected] ................ ................ at HOY ROAD, LAKE MACDONALD CONSULTING
W walsheng.net.au CHECKED DIRECTOR APPROVAL
for INDIGO GROUP ENGINEERS
Y
RPEQ - 4665
CONSULTING A 15/72 Wises Road, Maroochydore Q 4558
PO Box 5512, Maroochydore BC Q 4558
ENGINEERS FOR APPROVAL C This plan is Copyright. Other than for the purposes of and subject to the conditions prescribed under the Copyright Act, no DRAWING No: C6535/24/SK03 REVISION: C
GARRRRRR!!!! THE PIRATE HAS LEFT HIS MARK!
A.B.N. 39 611 482 716 part of it may in any form or by any means (electronic, mechanical, micro copying, photo-copying, recording or otherwise) be
NOT FOR CONSTRUCTION
O
reproduced, stored in a retrieval system or transmitted without the prior written permission of Walsh Consulting Engineers. All
FILENAME : C6535-24-SK03.dwg - DATE : 4/3/25 - 4:03pm A1 Sheet Size Design: ILF Drawn: EPW Date:DEC 2024 intellectual property remains within Walsh Consulting Engineers. All enquiries should be directed to Walsh Consulting Engineers. COUNCIL REFERENCE: SHEET: 3 of 7
Document Set ID: 23633022
Version: 1, Version Date: 14/03/2025
Page 3
PAVEMENT DETAILS - HOY ROAD PAVEMENT DETAILS - ROAD 1
2 COAT BITUMEN SEAL 35mm DENSE GRADED ASPHALT SURFACING (DG10)
-SEAL COAT ([email protected]/m²)
FIRST COAT 125mm BASE (TYPE 2, SUBTYPE 2.2)
CLASS 170 BITUMEN - 1.5 l/m² 150mm SUB-BASE (TYPE 2, SUBTYPE 2.3)
16mm AGGREGATE - 90 m²/m³ 300mm LOWER SUB-BASE (TYPE 2, SUBTYPE 2.5)
SECOND COAT
I.P.306.000, 123.600
PRIMERSEAL TO COMPRISE OF A 7mm AGGREGATE AND A MINIMUM
CLASS 170 BITUMEN - 1.0 l/m² COVERAGE OF 120 m²/m³
10mm AGGREGATE - 170 m²/m³
FINAL PAVEMENT DEPTH TO BE DETERMINED FOLLOWING
125mm BASE (TYPE 2, SUBTYPE 2.1) SOIL TESTS BY GEOTECHNICAL ENGINEER.
SUBGRADE COMPACTED TO 100% STANDARD COMPACTION.
326.000, 126.031
SUBGRADE COMPACTED TO 100% STANDARD COMPACTION.
SUBSOIL DRAINAGE BENEATH ALL KERBS.
306.000, 123.380
286.000, 120.290
PROPOSED
FINISHED
SURFACE.
I.P.190.000, 104.400
CREST 71.290, 103.393
I.P.70.000, 103.650
SAG 126.918, 102.418
I.P.30.000, 102.550
EXISTING
I.P.130.000, 102.200
210.000, 107.710
SURFACE.
190.000, 105.044
170.000, 103.667
145.000, 102.750
115.000, 102.563
70.000, 103.392
130.000, 102.428
90.000, 103.167
30.000, 102.569
50.000, 103.100
20.000, 102.350
40.000, 102.825
VC LENGTH VC 20 VC 40 VC 30 VC 40 VC 40
VC RADIUS R 2667m R 774m R 493m R 310m R 910m
GRADE 2.000% 2.750% -2.417% 3.667% 16.552% 12.157%
DATUM R.L.95.0
20.000 102.760 102.350 -0.410 102.440102.260
23.841 102.903 102.430 -0.473 102.520102.340
32.101 103.060 102.619 -0.441 102.710102.529
40.000 103.376 102.825 -0.551 102.915102.735
103.961 103.310 -0.650 103.400103.220
104.017 103.344 -0.673 103.434103.254
100.000 103.693 102.925 -0.768 103.015102.835
120.000 103.186 102.467 -0.719 102.557102.377
123.160 103.148 102.433 -0.715 102.523102.343
136.223 103.245 102.506 -0.738 102.596102.416
140.000 103.381 102.592 -0.789 102.682102.502
160.000 104.302 103.300 -1.002 103.390103.210
180.000 104.623 104.194 -0.429 104.284104.104
200.000 105.613 106.216 0.603 106.306106.126
203.603 105.950 106.717 0.767 106.807106.627
220.000 108.647 109.366 0.718 109.456109.275
225.595 109.848 110.292 0.443 110.382110.201
240.000 112.735 112.676 -0.059 112.766112.586
260.000 116.651 115.986 -0.665 116.076115.896
280.000 120.247 119.297 -0.950 119.387119.207
300.000 123.574 122.499 -1.075 122.589122.409
320.000 125.910 125.282 -0.628 125.372125.192
340.000 128.037 127.733 -0.304 127.823127.643
360.000 130.521 130.165 -0.356 130.255130.075
131.840
132.669
132.967
133.746
TOP KERB LEVELS
LHS
TOP KERB LEVELS
RHS
NOOSA COUNCIL
101.953 101.950 -0.003
374.124 132.383 131.882 -0.501
380.000 133.146 132.596 -0.550
383.781 133.625 133.056 -0.569
395.660 134.954 134.500 -0.454
CUT(-)/FILL(+) REFERENCE DOCUMENT
DESIGN SURFACE RAL25/0001 29 APRIL 2025
LEVELS
NATURAL SURFACE
LEVELS 0 20 40 60 80 100m HORIZONTAL SCALE
1:1000 A1, 1:2000 A3
60.000
80.000
CHAINAGE
0.000
VERTICAL SCALE
0 2 4 6 8 10m 1:100 A1, 1:200 A3
HC DATA R.-100 R.100 R.60 R.-40
REV DATE DESCRIPTION BY CHKD PROJECT: DRAWING TITLE:
P 07 5443 4443
A 19/02/25 PAVEMENT DETAILS ADDED & LONGSECTION REVISED EPW ILF
PROPOSED RESIDENTIAL SUBDIVISION ROAD 1 LONGITUDINAL SECTION
E [email protected] ................ ................ at HOY ROAD, LAKE MACDONALD CONSULTING
CHECKED DIRECTOR APPROVAL
W walsheng.net.au
RPEQ ‐ 4665 for INDIGO GROUP
CONSULTING A 15/72 Wises Road, Maroochydore Q 4558
PO Box 5512, Maroochydore BC Q 4558
A.B.N. 39 611 482 716 FOR APPROVAL C DRAWING No: C6535/24/SK04 REVISION: A
NOT FOR CONSTRUCTION
FILENAME : C6535-24-SK04.dwg - DATE : 19/2/25 - 12:49pm A1 Sheet Size Design: ILF Drawn: EPW Date:DEC 2024 COUNCIL REFERENCE: SHEET: 4 of 7
Document Set ID: 23633022
Version: 1, Version Date: 14/03/2025
Page 4
LOT 2
21 13
6. .6
10 105
RP BDY
6
S
N
05 52
L
9. .2
FS
RP BDY
NATURAL
12 129
7
RP BDY
LOT 9 3% 3% 2.5%
SURFACE.
S
2.5%
N
LOT 8
RP BDY
L
FS
3% 3% 2.5%
2.5% 1 in 4 LOT 3
200 R.L.103.00 350 R.L.127.00
Grade Level 105.084 Grade Level 129.057
94 92
2. .7
LOT 1
RP BDY
10 103
7
S
N
L
FS
1 in 4
RP BDY
3% 3% 2.5%
LOT 9 2.5%
FINISHED
SURFACE.
PROPOSED SUBSOIL
DRAINAGE.
150 R.L.100.00
Grade Level 102.947
RP BDY
49 74
2. .5
FINISHED
12 123
9
SURFACE. LOT 3
S
N
RP BDY
L
20.0m 1 in 4
FS
ROAD RESERVE LOT 8 3% 3% 2.5%
LOT 1 2.5%
7.0m 6.0m 7.0m
VERGE ROAD VERGE
R.L.121.00
92 93
300 Grade Level 122.894
2. .6
3.5m
10 103
RP BDY
5
S
N
L
FS
1 in 4
RP BDY
2.5%
LOT 9 2.5% 3% 3%
100 R.L.100.00 NOOSA COUNCIL
Grade Level 102.925
REFERENCE DOCUMENT
RAL25/0001 29 APRIL 2025
20.0m
ROAD RESERVE
7.0m 3.0m 3.0m 7.0m
VERGE LANE LANE VERGE
LOT 2
RP BDY
RP BDY
3.5m
33 99
LOT 1
4. .6
10 52
11 114
1
3. .6
10 103
0
S
N
S
RP BDY
N
L
1 in 4
FS
LOT 8
L
1 in 4
FS
2.5%
RP BDY
2.5% 2.5% 3% 3%
3%
LOT 9 2.5% 3%
PROPOSED
FLUSH ER2 KERB.
50 R.L.101.00 250 R.L.112.00
Grade Level 103.100 Grade Level 113.905
0 2.0 4.0 6.0 8.0 10.0m
SCALE 1:100 A1, 1:200 A3
REV DATE DESCRIPTION BY CHKD PROJECT: DRAWING TITLE:
P 07 5443 4443
A
B
07/01/25
19/02/25
AMENDED TO SUIT REVISED LAYOUT
FINISHED SURFACE LEVELS REVISED
EPW
EPW
JDN
ILF PROPOSED RESIDENTIAL SUBDIVISION ROAD 1 CROSS SECTIONS
E [email protected] ................ ................ at HOY ROAD, LAKE MACDONALD CONSULTING
CHECKED DIRECTOR APPROVAL
W walsheng.net.au
RPEQ ‐ 4665 for INDIGO GROUP
CONSULTING A 15/72 Wises Road, Maroochydore Q 4558
PO Box 5512, Maroochydore BC Q 4558
A.B.N. 39 611 482 716 FOR APPROVAL C DRAWING No: C6535/24/SK05 REVISION: B
NOT FOR CONSTRUCTION
FILENAME : C6535-24-SK05.dwg - DATE : 19/2/25 - 1:38pm A1 Sheet Size Design: ILF Drawn: EPW Date:DEC 2024 COUNCIL REFERENCE: SHEET: 5 of 7
Document Set ID: 23633022
Version: 1, Version Date: 14/03/2025
Page 5
NOOSA COUNCIL
REFERENCE DOCUMENT
RAL25/0001 29 APRIL 2025
ENGINEERING REPORT
Proposed Rural Residential Subdivision
at 44 HOY ROAD, LAKE MACDONALD
for INDIGO GROUP
C6535/24/ENG-V1
January 2025
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 6
P07 5443 4443
[email protected]
Wwalsheng.net.au
ASuite 15, 72 Wises Road, Maroochydore Q 4558
PO BOX 5512, Maroochydore BC Q 4558
JP Walsh Queensland Pty Ltd trading as Walsh Consulting Engineers
ABN 39 611 482 716
DOCUMENT CONTROL
C6535/24/ENG
Version Date Details Prepared Checked Approved
V0 Dec 2024 Issued to Client JDN JW
V1 Jan 2024 Issued to IPS JDN JW
2
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 7
CONTENTS
1.0 INTRODUCTION ....................................................................................................... 4
2.0 SITE DESCRIPTION ................................................................................................... 5
3.0 PROPOSED DEVELOPMENT ..................................................................................... 6
4.0 ACCESS ROADS ........................................................................................................ 6
5.0 STORMWATER MANAGEMENT ............................................................................... 7
5.1 Legal Point of Discharge ..................................................................................... 7
5.2 Peak Flow Management ..................................................................................... 8
5.2.1 Stormwater Modelling ................................................................................ 10
5.2.2 Model Results ............................................................................................... 12
5.3 Flooding ............................................................................................................ 16
5.4 Water Quality Management............................................................................. 17
6.0 SEWERAGE RETICULATION .................................................................................... 18
7.0 WATER SUPPLY ...................................................................................................... 18
8.0 EARTHWORKS ........................................................................................................ 19
9.0 CONCLUSION ......................................................................................................... 19
APPENDICES
APPENDIX A – Locality Plan
APPENDIX B – Development Layout Plan
APPENDIX C – Preliminary Engineering Drawings
APPENDIX D – Flood Map
APPENDIX E – XP Storm Data Files
APPENDIX F – Rational Method Calculations
3
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 8
1.0 INTRODUCTION
Walsh Consulting Engineers have been commissioned by INDIGO GROUP to prepare an
Engineering Report in support of a development application to the Noosa Shire Council
for a proposed rural residential sub-division located at 44 Hoy Road, Lake Macdonald.
This report addresses the following areas of civil design and construction:
• Roadworks and Site Access
• Stormwater Management
• Water Supply
• Electricity and Telecommunications
• Earthworks
This report is to be read in conjunction with the associated specialist reports as attached
to the development application.
This report concludes that there are no major engineering constraints or impediments to
the proposed development, and that all necessary infrastructure is readily available for
the subject site.
4
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 9
2.0 SITE DESCRIPTION
A site locality plan is attached as Appendix A.
The proposed development is located at 44 Hoy Road, Lake Macdonald and is legally
described as Lot 3 on RP171041. The total site area is 20.819ha.
The subject site contains an existing residential house with the majority of the site cleared
of significant vegetation. Some isolated rows of vegetation are intended to be retained
where possible. The central north section of the site contains a large dam with a
secondary dam further upstream and to the southeast. It is noted that the existing
waterbodies are to be retained in conjunction with proposed development works.
The site is located across a ridge running north-south on the western side of the site and
slopes both to the west to existing properties and to the east to the drainage corridor
running from the southeast corner of the site to the centre of the northern boundary.
The moderate/steep grades of 20% to 30% exist either side of the north-south ridgeline.
Elevations range from RL.143m AHD at the southern boundary of the site down to RL.98
at the centre of the northern boundary where the waterway crosses Hoy Road.
The property is currently zoned Rural Residential.
5
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 10
3.0 PROPOSED DEVELOPMENT
The proposed plan of development is included as Appendix B. The application is for a
Development Permit for a rural residential subdivision yielding nine (9) rural residential
lots, roads and service infrastructure.
4.0 ACCESS ROADS
The attached Drawings No. C6535/24/SK01-SK05 included within Appendix C show the
proposed access road layout. The proposed layout includes an internal road access from
the existing Hoy Road formation.
The proposed works external to the site will include the upgrade of Hoy Road along the
site’s frontage to provide a minimum 6.0m wide sealed pavement utilising the existing
alignment and profile. Additional upgrade works may be required at the intersection of
Hoy Road and Lake Macdonald Drive, these works will be subject to an additional Traffic
Report to be completed by a suitable qualified person (RPEQ).
The internal access roads shall be contained in a 22.0m road reserve width, with a typical
pavement width of 6.0m. The proposed internal road construction will have a one way
crossfall (3.0%) with the provision of flush kerb on both sides to allow free flow of
stormwater runoff into proposed Lot 7, to the existing watercourse.
Internal allotments will also be provided with dedicated driveway accesses where
alternative options are not available.
6
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 11
5.0 STORMWATER MANAGEMENT
5.1 Legal Point of Discharge
Engineering Drawing C6535/24/SK07 attached as Appendix C indicates the Legal Point of
Discharge (LPOD) and proposed stormwater drainage network for the development site.
Under existing conditions, stormwater runoff is conveyed in two directions
- A westerly direction as sheet and channel flow to the western boundary and into
the adjoining property to the west.
- A northerly direction into the existing flow path, crossing Hoy Road at the northern
boundary of the site.
The site currently accepts stormwater runoff via the existing flow path from minor
upstream external catchments to the south and east. It is proposed not to change the
existing runoff regime and maintain the existing flow path in its current form, except for
works proposed to the Hoy Road crossing of the central flow path.
It is proposed to upgrade the drainage under the existing causeway crossing of Hoy Road
where the central flow path passes to the north. The causeway currently features a
600mm diameter reinforced concrete pipe (RCP). It is proposed to raise the causeway by
100mm and provide 5 x 750mm diameter RCP’s. This will provide immunity to the
causeway for events up to and including the 10% AEP storm event.
This approach is considered appropriate for the development site on the following
grounds;
- The existing waterway downstream of the site is heavily vegetated. No discernible
adverse impacts will result from proposed development works.
7
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 12
- The existing waterway area is not utilised by the downstream property owner for
either rural/agricultural or residential purposes. No nuisance or loss of enjoyment
will result from proposed development works.
Refer to the Flood Maps in Appendix D for details of the overland flow path flooding
extents during the major (1% AEP) storm events for the pre and post developed scenarios.
5.2 Peak Flow Management
The proposed development will result in a minor increase to the impervious area within
the development site. Allowing for an impervious area of 1,000m2 per lot (house, shed
and access driveways) plus 3268m2 of road and nominated access driveways, the
impervious area within the development site will increase to 12,268m2. This equates to a
fraction impervious of 0.06 or 6% of the site area.
These impervious areas are disconnected from the flow paths and neighbouring
properties, meaning runoff from the impervious areas will pass over pervious areas
allowing further infiltration before reaching the site boundaries and flow path. This will
help mitigate impacts external to the site.
Table 5.2-1 Shows the central flow path catchment characteristics and breakdown.
8
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 13
Table 5.2-1 Central Flow Path Catchment Characteristics
Fraction Impervious
Catchment Area (ha) C10
(fi)
Pre Post Pre Post Pre Post
C1 2.212 2.212 0.0 0.0 0.70 0.70
C2 4.584 4.584 0.0 0.0 0.70 0.70
C3 5.261 5.260 0.0 0.038 0.70 0.708
C4 4.465 4.589 0.0 0.022 0.70 0.704
C5 4.418 4.432 0.0 0.047 0.70 0.709
C6 2.502 2.502 0.0 0.105 0.70 0.721
C7 3.029 3.029 0.0 0.011 0.70 0.702
Total (to site
Boundary / 23.443 23.579 0.0 0.034 0.70 0.707
Hoy Rd)
Rational method calculations were undertaken to quantify the impact the development will
have on the central flow path. Refer Table 5.2-2 for a comparison of pre vs post developed
discharge at the site boundary for the total contributing catchment. Refer Appendix F for
Rational Method Calculations
Table 5.2-2 Central Flow Path Catchment Rational Method Calculations
AEP Q Pre Q Post Variance
(m3/s) (m3/s)
63% 2.34 2.38 +1.6%
39% 3.12 3.17 +1.6%
18% 4.31 4.38 +1.6%
10% 5.20 5.28 +1.6%
5% 6.22 6.32 +1.6%
2% 7.86 7.99 +1.6%
1% 9.03 9.17 +1.6%
When considering the total catchment of the flow path to the Hoy Road crossing
(23.579ha), it is demonstrated that the peak flow will increase by 0.14m3/s or 1.6%. This
increase is negligible and will not result in an actionable nuisance. The following section of
this report will demonstrate the proposed works to the Hoy Road causeway will provide a
reduction in peak discharge for the majority of storm events due to the storage within the
overland flow path upstream of the road crossing being better utilised.
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5.2.1 Stormwater Modelling
An XP Rafts Model has been prepared to simulate the pre and post-developed drainage
scenario for the central flow path in order to quantify stormwater flows from this flow
path, the developed site and the impact of the proposed Hoy Road crossing works. The
following methodologies and parameters were adopted in the model
• Site Specific Rainfall Intensities - Bureau of Meteorology’s 2016 IFDs.
• Storm Durations Modelled – 10min to 360min
• AEP Modelled – 63%, 39%, 18%, 10%, 5%, 2% and 1%
• ARR Initial (35mm) and Continuing (3.0mm) Losses applied for Pervious Area.
• Impervious area Initial (2mm) and Continuing (0mm).
• Results reported are the maximum of the means.
The attached XP-Storm Model (Appendix E) catchment nodes have been calibrated to the
1% AEP discharge results calculated using the Rational Method (RM) for the Pre and Post
development scenarios. This approach to calibration and modelling provides a good fit
between the model and hand calculations. Refer to for results of the Rational Method
(RM) and XP Storm (XP) discharge.
Refer to Table 5.2-3 & Table 5.2-4 for results of the Rational Method (RM) and XP Storm
(XP) discharge for each catchment node. Refer Appendix F for RM calculations.
10
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Table 5.2-3 Rational Method vs XP-Storm Document Set ID: 23448644 Version: 1, Version Date: 13/01/2025 Catchment AEP RM Pre XP Pre Difference RM Post | XP Post Difference 63% 0.29 0.25 -0.04 0.29 0.25 -0.04 39% 0.39 0.37 -0.02 0.39 0.37 -0.02 18% 0.54 0.56 0.02 0.54 0.56 0.02 1 10% 0.65 0.66 0.01 0.65 0.66 0.01 5% 0.77 0.83 0.06 0.77 0.83 0.06 2% 0.97 0.99 0.02 0.97 0.99 0.02 1% 1.11 1.14 0.03 1.11 1.14 0.03 63% 0.57 0.49 -0.08 0.57 0.49 -0.08 39% 0.76 0.74 -0.02 0.76 0.74 -0.02 18% 1.05 1.11 0.06 1.05 1.11 0.06 2 10% 1.27 1.29 0.02 1.27 1.29 0.02 5% 1.51 1.58 0.07 1.51 1.58 0.07 2% 1.90 1.92 0.02 1.90 1.92 0.02 1% 2.17 2.21 0.04 2.17 2.21 0.04 63% 0.68 0.57 -0.11 0.68 0.57 -0.11 39% 0.90 0.85 -0.05 0.91 0.86 -0.05 18% 1.24 1.28 0.04 1.26 1.28 0.02 3 10% 1.49 1.49 0.00 1.51 1.49 -0.02 5% 1.78 1.82 0.04 1.80 1.82 0.02 2% 2.24 2.21 -0.03 2.26 2.20 -0.06 1% 2.57 2.54 -0.03 2.59 2.55 -0.04 63% 0.57 0.48 -0.09 0.59 0.48 -0.11 39% 0.76 0.73 -0.03 0.79 0.73 -0.06 18% 1.06 1.09 0.03 1.09 1.10 0.01 4 10% 1.27 1.28 0.01 1.31 1.28 -0.03 5% 1.51 1.57 0.06 1.56 1.57 0.01 2% 1.90 1.90 0.00 1.96 1.90 -0.06 1% 2.18 2.19 0.01 2.25 2.19 -0.06 63% 0.57 0.48 -0.09 0.58 0.48 -0.10 39% 0.75 0.72 -0.03 0.76 0.73 -0.03 18% 1.04 1.08 0.04 1.06 1.09 0.03 5 10% 1.25 1.26 0.01 1.27 1.27 0.00 5% 1.50 1.55 0.05 1.52 1.55 0.03 2% 1.88 1.88 0.00 1.91 1.88 -0.03 1% 2.15 2.17 0.02 2.19 2.17 -0.02 63% 0.33 0.28 -0.05 0.34 0.29 -0.05 39% 0.44 0.42 -0.02 0.46 0.43 -0.03 18% 0.61 0.63 0.02 0.63 0.64 0.01 6 10% 0.73 0.74 0.01 0.76 0.75 -0.01 5% 0.87 0.93 0.06 0.90 0.93 0.03 2% 1.10 1.11 0.01 1.13 1.12 -0.01 1% 1.26 1.28 0.02 1.29 1.28 -0.01 11
Page 16
Table 5.2-4 Rational Method vs XP-Storm - Continued
Catchment AEP RM Pre XP Pre Difference RM Post XP Post Difference
63% 0.40 0.33 -0.07 0.40 0.33 -0.07
39% 0.54 0.51 -0.03 0.54 0.51 -0.03
18% 0.74 0.76 0.02 0.74 0.76 0.02
7 10% 0.89 0.89 0.00 0.89 0.89 0.00
5% 1.06 1.10 0.04 1.06 1.10 0.04
2% 1.33 1.33 0.00 1.33 1.33 0.00
1% 1.52 1.53 0.01 1.52 1.53 0.01
The discharge results of the calibrated nodes are comparable to the Rational Method
calculations for each storm event examined and the model is considered appropriate for
use.
5.2.2 Model Results
The XP-Storm mean ensemble storm results have been compared for the post
development and pre developed scenarios.
Table 5.2.2-1 shows the pre development discharges for each of the modelled AEP
storm events and durations downstream of the Hoy Rd causeway crossing. The critical
peak discharge is highlighted for ease of reference. Table 5.2.2-2 shows the post
developed results following the propose works to the causeway.
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Table 5.2.2-1 XP Storm Model Results — Pre Developed Case — Link 31
Duration 1%
10min 0.46
15min 1.63
20min 4.70
25min
30min
45min
ihr
1_Shr
2hr
3hr
4_Shr
6hr
Peak Discharge
Table 5.2.2-2 XP Storm Model Results — Developed Case- Link 31
2%
0.19
0.68
2.42
AEP — Discharge m3/s
5%
0.00
0.41
0.71
2.09
4.01
10%
0.00
0.13
0.50
0.67
1.34
18%
0.00
0.00
0.15
0.42
0.60
1.65
39%
0.00
0.00
0.00
0.00
0.10
0.49
0.67
1.45
2.81
AEP — Discharge m3/s
Duration 1% 2% 5% 10% 18% 39% 63%
10min 1.19 0.48 0.21 0.19 0.17 0.14 0.11
0.99 0.33 0.17 0.14 0.11
1.34 0.37 0.13 0.11
1.04 0.14 0.11
1.85 0.23 0.11
45min 8.03 6.53 5.18 4.30 3.06 1.24 0.10
dhr 8.03 6.64 5.41 4.26 3.57 2.06 0.49
1_Shr 748 6.40 5.32 4.46 3.84 2.53 1.39
2hr 6.82 5.76 5.37 4.60 3.65 2.53 1.73
3hr 6.63 5.54 5.29 451 3.91 2.89 2.06
4_Shr 5.95 5.16 4.96 4.17 3.76 2.80 1.99
6hr 6.46 5.59 4.62 3.78 2.88 2.09 1.55
Peak Discharge
Increase Pre vs Post
Reduction Pre vs Post
Table 5.2.2-3 shows a comparison of the critical peak discharges for the pre, post
development scenarios at downstream of the Hoy Rd crossing.
Document Set ID: 23448644
13
Page 18
Table 5.2.2-3 XP Storm Model Results – Critical Peak Discharge Comparison – Link 31
AEP Peak Pre Developed Peak Post Developed Difference
Discharge (m3/sec) Discharge (m3/sec) (m3/sec)
63% 1.4 2.1 0.64
39% 2.8 2.9 0.08
18% 4.2 3.9 -0.25
10% 5.3 4.6 -0.75
5% 6.4 5.4 -0.99
2% 7.5 6.6 -0.90
1% 8.8 8.0 -0.81
Refer to modelling results shown in Table 5.2.2-3, post development peak discharge will
be similar to pre development peak rates resulting in no adverse impacts on the
downstream property. Only the critical peak flow in the 63% & 39% AEP event is exceeded.
Table 5.2.2-4 Difference Comparison of Pre vs Post Mitigated Development – Link 31
AEP – Difference in Discharge m3/s
Duration 1% 2% 5% 10% 18% 39% 63%
10min 0.73 0.29 0.21 0.19 0.17 0.14 0.11
15min 1.98 1.85 0.58 0.20 0.17 0.14 0.11
20min 0.20 1.58 1.97 0.83 0.22 0.13 0.11
25min -1.65 -0.32 1.64 1.69 0.61 0.14 0.11
30min -1.57 -1.36 0.50 1.92 1.25 0.14 0.11
45min -0.82 -0.97 -0.94 0.22 1.41 0.75 0.06
1hr -0.63 -0.90 -0.55 -0.37 0.40 1.39 0.24
1_5hr -0.75 -0.85 -0.88 -0.58 -0.28 1.08 0.85
2hr -0.89 -1.01 -1.03 -0.75 -0.11 0.31 1.01
3hr -0.89 -0.99 -0.51 -0.32 -0.24 0.08 0.64
4_5hr -0.85 -0.78 -0.48 -0.36 -0.40 0.07 0.60
6hr -0.29 -0.25 -0.54 -0.50 -0.12 0.11 0.60
Decrease Pre vs Post
Increase Pre vs Post
Table 5.2.2-4 shows the difference in discharge between the pre developed and post
development results for all storms and durations modelled. As previously illustrated, the
critical peak discharge and the majority of flows across all ensembles storms and
durations modelled will not result in an actionable nuisance.
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Table 5.2.2-5 shows a comparison of the peak flow depths and Water Surface Level within
the model Link 31 downstream of the Hoy Road crossing for the pre and post
development scenarios. Whilst a minor increase in flow was observed for the critical 63%
and 39% AEP peak flow in Table 5.2.2-4, there is no discernible change to the associated
flow depth and water surface levels and will not result in an adverse impact on the
downstream properties.
Table 5.2.2-5 XP Storm Model Results – Peak Depth and WSL
AEP Pre Dev Post Dev Difference Pre WSL Post WSL
Depth (m) Depth (m) (m) (m) (m)
Link 31 Link 31 Node 31 Node 31
63% 0.15 0.18 0.03 97.47 97.50
39% 0.21 0.21 0.00 97.53 97.53
18% 0.26 0.25 -0.01 97.58 97.57
10% 0.29 0.27 -0.02 97.61 97.59
5% 0.32 0.29 -0.03 97.64 97.61
2% 0.35 0.32 -0.03 97.67 97.64
1% 0.38 0.36 -0.02 97.70 97.68
Peak flow characteristics at the Hoy Road crossing are shown in Table 5.2.2-6.
Table 5.2.2-6 Hoy Rd Crossing Flow Characteristics
AEP Flow Max Velocity Depth of Flow Max Velocity DS US WSL DS WSL
(m3/s) Through Over Causeway Depth (m/s) (m) (m)
Pipe (m/s) (m) (m)
63% 2.1 1.14 0.0 0.58 1.34 98.02 97.88
39% 2.9 1.37 0.0 0.74 1.53 98.17 97.94
18% 3.9 1.75 0.0 0.94 1.70 98.36 98.01
10% 4.6 2.08 0.0 1.07 1.80 98.48 98.05
5% 5.4 2.34 0.0 1.23 1.89 98.70 98.10
2% 6.6 2.59 0.06 1.39 2.00 98.88 98.15
1% 8.0 2.70 0.12 1.48 2.12 98.94 98.22
The results indicate that some smaller duration and AEP storm events (10min, 15min,
20min and 30min durations) have not achieved non-worsening of discharge for their
equivalent event. This is a result of the ARR pervious initial losses reducing the volume
of runoff significantly due to the volume of the storm being less than the initial losses,
for example. A 63% AEP 30minute storm volume including pre-burst is 29.92mm while
the ARR initial loss is 35 mm.
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For catchments with 0 % impervious, no runoff would occur for this storm making it
impossible to mitigate runoff to pre-development conditions. As such, Council needs
to accept that in allowing development, not all storm events and durations can be
mitigated to pre-developed discharge rates.
This report demonstrates that the storms that produce the critical peaks in discharge
(those that create the highest velocities, depth of flow and discharge for an AEP) for
the majority of AEP events and storm durations will not cause an actionable nuisance.
5.3 Flooding
To determine the extent of local flooding in the 1% AEP event a direct rain on grid TUFLOW
model was created to model the local catchment for the pre and post developed
scenarios. This model utilises the ARR ensemble temporal pattern, pre-burst rainfall and
initial and continuing losses for the pervious areas with rainfall applied directly to the
model grid. A 2m grid resolution was chosen for this model.
The pre developed model uses the Noosa 2015 LIDAR data to generate the existing
surface levels with the existing Hoy Road pipe crossing details added. The post developed
model includes the preliminary design surface for the internal road, the proposed 5x750
RCP’s under the Hoy Road causeway and reflects the causeway being raised by 100mm.
After comparison with the XP-Storm results a temporal pattern was chosen that produced
a 1% AEP peak discharge downstream of Hoy Road equivalent to the peak mean discharge
from the XP-Storm models. The results of this model run were used to generate 1% AEP
and 10% AEP (to demonstrate immunity to the causeway following propose works) flood
extent maps included in Appendix D. It should be noted that a 50mm cut off depth has
been applied to the model results.
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The flood extent mapping shows that there are no significant changes to flooding extents
(pre vs post development) external to the site and that the lots are not impacted by 1%
AEP flows through the central channel. Some minor overland flow is observed through
the western portion of the site where the existing topography channelises flow as it leaves
the site’s western boundary.
5.4 Water Quality Management
The intended land use (rural residential plus significant areas of environmental covenant)
is considered low impact with respect to pollutant load generation when compared to
typical urban developments. The target pollutants for water quality management in new
developments are typically organics (phosphorous and nitrogen), suspended solids
(sediment) and gross pollutants (litter). A large percentage of these pollutants are
released to downstream waterways as a result of land disturbance associated with
earthworks and building operations. The proposed development works will include
erosion and sediment control measures during the construction phase and minimal
pollutant load generation during the operational phase.
New roads will be subject to local traffic only with a low volume of vehicle movements
expected. Runoff from these areas will be directed to vegetated buffers and swale drains
which will provide primary and tertiary water quality treatment prior to discharge at the
existing waterways. The high overall percentages of pervious surfaces within the site will
disconnect impervious areas and promote infiltration of stormwater runoff.
No further water quality management is proposed for the site. This approach is
considered generally in accordance with SPP Guidelines and has been approved for similar
development sites in the area.
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It is noted that the site is located outside water supply buffer areas. No additional water
quality modelling or referrals to SEQ Water are required.
6.0 SEWERAGE RETICULATION
The site is not currently located in a Unitywater Sewer Reticulation Area and accordingly
effluent disposal will be contained within each lot.
An Effluent Disposal Report will be completed by others to address the required
treatment process for each allotment.
7.0 WATER SUPPLY
A layout of the proposed water reticulation is included on Drawing Number
C6535/24/SK02 in Appendix C.
The proposed allotments shall be serviced by a 100mm diameter water reticulation main
designed to loop in accordance with UnityWater standards. The internal main shall
connect to an existing 250mm diameter water main located on the western side of the
Hoy Road / Lake Macdonald Intersection.
The alignment of the proposed watermain along Hoy Road will have to be investigated
further at the design stage as the standard watermain alignment is currently heavily
vegetated and may have to be located onto a non standard alignment to limit any clearing
during construction.
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8.0 EARTHWORKS
Due to the sloping nature of the site, earthworks and retaining structures will be utilised
to provide minimal site impact for the construction of the new internal road. There has
also been efforts made to minimise the clearing of any existing vegetation onsite and it is
proposed to retain an existing stand of trees running parallel to the internal road.
The proposed road profile is to be all in cut to minimise any extensive fill batters which
will also create a large amount of fill to be disposed of. The fill created will be either
utilised in creating building pads or alternatively disposed of offsite.
Building pads for each of the allotments will be identified after completion of a
geotechnical report to address the site conditions and Landslide Hazard Area designation
for the site.
9.0 CONCLUSION
The proposed nine (9) lot residential subdivision at Hoy Road, Lake Macdonald may be
readily serviced by infrastructure available within or near the subject site.
Earthworks and retaining structures will be required in order to minimise the impacts of
the new road construction.
Water service provision can be readily achieved via the existing mains located in Lake
Macdonald Drive.
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The proposed lots are not adversely affected by localised flooding extents with lots
adjacent the central flow path being immune to the local 1% AEP storm event flooding
extents. Runoff from the development will have no adverse impacts on lots external to
the site.
This report concludes that there are no major engineering constraints or impediments to
the proposed development, and that all necessary infrastructure is readily available for
the subject site.
20
Document Set ID: 23448644
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Page 25
Appendix
A
Locality Plan
______________________________________
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 26
PROPOSED RESIDENTIAL SUBDIVISION
at HOY ROAD, LAKE MACDONALD
for INDIGO GROUP
CONTRACT No. C6535/24/01
N
DR
LD
NA
DO
AC
O AD PROPERTY DESCRIPTION
HOY R
KEM
P
LA
A
A
E
9
7.57 Ha
1
1.71 Ha
LOCALITY PLAN
DR
D
AL
DON
2
AC
1.57Ha
M
KE
LA
D
HOY R
3
1.50 Ha
SITE OF
ENVIRONMENTAL LA
WORKS
KE
8 COVENANT RI
1.50 Ha DG
E CT
4
1.59 Ha
5
1.50 Ha PIN
ET
REE
DR
LA
KE 6
RI 1.50 Ha
DGE 7
1.59 Ha Job : C6535 DRAWING SCHEDULE DECEMBER 2024
CT
N E P N
A P AN AN E E AW N
E A A P AN EA W E EN
A W A P AN
A N NA E N
A E N
P E E E PE WA E A EN P AN
P E E PE WA E A EN P AN
0 40 80 120 160 200m
SCALE 1:2000 A1, 1:4000 A3
E A E E P N P E AW N E
P
A A EN E E E A EPW N
PROPOSED RESIDENTIAL SUBDIVISION LOCALITY PLAN AND SCHEDULE
E ................ ................ at HOY ROAD, LAKE MACDONALD OF DRAWINGS N N
W E E E APP A
for INDIGO GROUP EN NEE
N N A
P
W
PE
EN NEE FOR APPROVAL A AW N N C6535/24/SK01 E N A
GARRRRRR!!!! THE PIRATE HAS LEFT HIS MARK!
A N
N N N W E A
W E A W E N E E EN E EE
FILENAME : C6535-24-SK01.dwg - DATE : 7/1/25 - 4:47pm A EPW E
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 27
Appendix
B
Development Layout Plan
______________________________________
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 28
I NNOVATIVE
R
PLANNING
DD
SOLUTIONS
AL www.innovativeplanningsolutions.com.au
ON
LEGEND
CD
MA
SUBJECT SITE (20.84 ha)
OAD
HOY R
EXIS
KE
PROPOSED RURAL
T
ING
RESIDENTIAL ALLOTMENTS
LA
TREE
PROPOSED ENVIRONMENTAL
S TO
* e) COVENANT OVER LOT 9*
93m nt Not
a
BE R
n
ove
fer C 9
PROPOSED NEW ROAD
(*Re
ETAI
1
1.71ha 7.57ha
N
(5.63ha cov.) EXISTING OVERHEAD POWERLINES. SEEK
ED
ADVICE RE: EASEMENTS / RELOCATION. ROAD RESERVE / VERGE
ACCESS DRIVEWAY
m* e)
102 ant Not
e n POTENTIAL POWERLINE
Cov
(*Refer RELOCATION
EXISTING OVERHEAD POWERLINES. SEEK
ADVICE RE: EASEMENTS / RELOCATION.
2 DEVELOPMENT SUMMARY
1.57ha
SUBJECT SITE = 20.84 Hectares
) 9 x RURAL RESIDENTIAL LOTS
te
* t No MINIMUM LOT SIZE = 1.50ha
1 0m nan
1 ve AVERAGE LOT SIZE = 2.23ha
o
rC
fe
3 6m Re
(*
1.50ha ROAD *ENVIRONMENTAL COVENANT NOTE:
Exact extents of riparian protection area (and
20m environemental covenant) to be determined by
RD ground truthing by a relevant specialist
RES consultant in liaison with Council's Senior
8 Environmental Consultant.
1.50ha
10m
4
1.59ha 110m* Note)
(1.50ha excl'
ovena
nt North
10m efer C
access handle)
(*R
5 N
1.50ha
NOTES:
PROPOSED RURAL
1. This plan is conceptual for preliminary
discussion purposes only. It has been RESIDENTIAL SUBDIVISION
LA 6 7 prepared for Indigo Group as a 44 HOY RD, LAKE MACDONALD
preliminary investigation into the
KE 1.50ha 1.59ha
(1.55ha excl' Development Potential of the subject
LOT 3 RP171041
RI access handle) property and to support a pre-lodgement
DG RURAL RESIDENTIAL
E meeting with Noosa Shire Council. This
CT plan is not to be used for any other
CONCEPT SKETCH
EXISTING OVERHEAD POWERLINES. SEEK purpose or by any other entity. Innovative
ADVICE RE: EASEMENTS / RELOCATION. Planning Solutions Pty Ltd accepts no
responsibility for any use of this
OPTION 3 (1.5ha min.)
document for any other purpose or by 1 Lot into 9 Lots
any other entity than stated herein. Date Drawn By
2. Contours shown are from Government 09/12/2024 AL
sourced lidar and suitable for preliminary
purposes only. Drawing No. Issue
3. All areas shown are indicative only and GA2022-085-CS-005 A
subject to change in conjunction with
further detailed analysis and specialist
technical input including (but not limited 0 25 50 75 100 125m
to) ecological, geotechnical, bushfire and
engineering. SCALE @ 1:2500 A3
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 29
Appendix
C
Preliminary Engineering Drawings
______________________________________
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 30
PROPOSED RESIDENTIAL SUBDIVISION
at HOY ROAD, LAKE MACDONALD
for INDIGO GROUP
CONTRACT No. C6535/24/01
N
DR
LD
NA
DO
AC
O AD PROPERTY DESCRIPTION
HOY R
KEM
P
LA
A
A
E
9
7.57 Ha
1
1.71 Ha
LOCALITY PLAN
DR
D
AL
DON
2
AC
1.57Ha
M
KE
LA
D
HOY R
3
1.50 Ha
SITE OF
ENVIRONMENTAL LA
WORKS
KE
8 COVENANT RI
1.50 Ha DG
E CT
4
1.59 Ha
5
1.50 Ha PIN
ET
REE
DR
LA
KE 6
RI 1.50 Ha
DGE 7
1.59 Ha Job : C6535 DRAWING SCHEDULE DECEMBER 2024
CT
N E P N
A P AN AN E E AW N
E A A P AN EA W E EN
A W A P AN
A N NA E N
A E N
P E E E PE WA E A EN P AN
P E E PE WA E A EN P AN
0 40 80 120 160 200m
SCALE 1:2000 A1, 1:4000 A3
E A E E P N P E AW N E
P
A A EN E E E A EPW N
PROPOSED RESIDENTIAL SUBDIVISION LOCALITY PLAN AND SCHEDULE
E ................ ................ at HOY ROAD, LAKE MACDONALD OF DRAWINGS N N
W E E E APP A
for INDIGO GROUP EN NEE
N N A
P
W
PE
EN NEE FOR APPROVAL A AW N N C6535/24/SK01 E N A
GARRRRRR!!!! THE PIRATE HAS LEFT HIS MARK!
A N
N N N W E A
W E A W E N E E EN E EE
FILENAME : C6535-24-SK01.dwg - DATE : 7/1/25 - 4:47pm A EPW E
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
Page 31
O AD
HOY R
N
W100
W100
W100
W100 LOT 9
W100
W100
W100
00
W2
W10
0
DR
HOY ROAD
EXISTING ROAD PROFILE AND EXISTING 600Dia RCP AND
FLOODWAY TO BE
LD
ALIGNMENT TO BE RETAINED
AND UPGRADED WITH NOMINAL UPGRADED
A
ON 00
150mm GRAVEL PAVEMENT AND
CD W2
2 COAT SEAL SURFACING.
W10
0
OAD
MA
HOY R
LOT 1 ENVIRONMENTAL
LA W200
KE
W100
W100
W1
00 COVENANT
W100
W100 PROPOSED 5X750 RCP
W100 TO BE INSTALLED UNDER
W100 NEW INTERNAL EXISTING CAUSEWAY
W200
W100 WATER MAINS TO
9
W10
PROVIDE SERVICE
7.57 Ha
TO ALL LOTS.
0
PROPOSED NEW WATER NETWORK
W100
TO CONNECT TO EXISTING WATER
MAIN LOCATED ON THE WESTERN
SIDE OF LAKE MACDONALD DRIVE.
1
1.71 Ha
W100
W100
2 LOT 2
1.57 Ha
NEW ACCESS ROAD
W100
6.0m PAVEMENT PROVIDED WITH
W100
FLUSH KERB AND CHANNEL AND
ONE WAY CROSSFALL.
3
1.50 Ha
8
W100
1.50 Ha
W100
NEW 4.0m WIDE CONCRETE
4 DRIVEWAYS TO BE PROVIDED
1.59 Ha TO REAR ACCESS LOTS.
LOT 3
W100
5
1.50 Ha
W100
LOT 4
LA 6
KE EARTHWORKS
1.50 Ha 7
RI 1.59 Ha CUT VOLUME 7542m3
D GE LOT 8 FILL VOLUME 73m3
W100
CT
W100
LEGEND
W100 W100 PROPOSED 100Ø WATERMAIN
W200 EXISTING 200Ø WATERMAIN
LOT 5 PROPOSED GROUTED ROCK RETAINING WALL
LOT 7
PROPOSED EARTHWORKS FILL
LOT 6
PROPOSED EARTHWORKS CUT
EARTHWORKS EXTENTS
PROPOSED ENVIRONMENTAL COVENANT
0 40 80 120 160 200m 0 20 40 60 80 100m
EXISTING SURFACE CONTOUR
SCALE 1:2000 A1, 1:4000 A3 SCALE 1:1000 A1, 1:2000 A3
E A E E P N P E AW N E
P
A A EN E E E A EPW N
PROPOSED RESIDENTIAL SUBDIVISION OVERALL LAYOUT PLAN
E ................ ................ at HOY ROAD, LAKE MACDONALD AND EARTHWORKS EXTENTS N N
W E E E APP A
for INDIGO GROUP EN NEE
N N A
P
W
PE
EN NEE FOR APPROVAL A AW N N C6535/24/SK02 E N A
GARRRRRR!!!! THE PIRATE HAS LEFT HIS MARK!
A N
N N N W E A
W E A W E N E E EN E EE
FILENAME : C6535-24-SK02.dwg - DATE : 7/1/25 - 4:47pm A EPW E
Document Set ID: 23448644
Version: 1, Version Date: 13/01/2025
The text continues on page 32.