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Stormwater Management Plan · MCU22/0058
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Section 2
Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
37 Mary Street
Noosaville, QLD 4566
Australia
T +61 7 5211 1003
E [email protected]
W recorconsulting.com
A person using RECOR documents or data accepts the risk of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard
copy version.
b) Using the documents or data for any purpose not agreed to in writing by RECOR.
Document control
Report title Stormwater Management Plan
Document code 20220078-SWMP01 Project number 20220078
File path C:\12dS\data\RecorSYN\20220078 Safari St_484\03 Engineering\02 CIV\02 Reports\RECOR
Preliminary Stormwater Management Report - 20220078.docx
Client Forde Property
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 30/03/2021 Initial Version B. Parry N. Wagstaff
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name N. Wagstaff
Title Civil Engineer Title NSW Manager
recorconsulting.com
A 37 Mary St, Noosaville Qld 4566 E [email protected]
P +61 7 5211 1003
Section 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description & Drainage .................................................................................................. 5
2.2. Existing Drainage Patterns .................................................................................................................. 5
2.3. Proposed Development Drainage Pattern ......................................................................................... 6
2.4. Flood Considerations ........................................................................................................................... 6
Stormwater Quantity ............................................................................................................................7
3.1. Pre-Post Comparison .......................................................................................................................... 7
Stormwater Quality ........................................................................................................................... 10
4.1. Construction Phase ........................................................................................................................... 10
4.2. Operational Phase ............................................................................................................................ 11
Conclusion ........................................................................................................................................ 12
Appendices
Appendix A
Proposed Development Concept Plans
Appendix B
DRAINS Modelling Parameters and Results
Project number 20220078
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Section 4
INTRODUCTION RECOR has been engaged to prepare a Stormwater Management Report to accompany a development application for a residential duplex development located on the corner of Safari Street and Wyandra Street, Noosa Heads. This report investigates the stormwater management considerations for the existing and proposed development site and assesses how the run-off from the site is to be managed in accordance with Noosa Shire Council requirements for stormwater drainage. Project number 20220078 File RECOR Preliminary Stormwater Management Report - 20220078.docx, 2022-03-29 Page 4 of 15 Revision 0 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 5
SITE DETAILS
2.1. Existing Site Description & Drainage
The existing site, known in real property terms as Lot 40 RP 139776, is located at 6 Wyandra Street having frontage
to both Wyandra Street and Safari Street. The existing site contains a residential dwelling with a site area of 598m².
2.2. Existing Drainage Patterns
The subject land falls typically south-west towards Wyandra Street at grades varying across the site. The natural
surface falls at between 20% to 30% along the site boundaries, however the centre of the site containing the existing
dwelling is flatter at approximately 10%.
The run-off from the site typically drains as overland surface flows towards the south-west where it is captured by the
stormwater infrastructure within the road reserve. Two existing kerb inlet pits within the road reserve are likely to
capture all run-off from the existing site.
Roof run-off is conveyed by downpipes below ground, and it is considered that a kerb adapter outlet observed in
the Safari Street frontage kerb is the discharge point for these pipes.
Due to the sloping nature of the site, run-off from the upstream adjacent properties to the north and east is expected
to drain across the subject site.
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
Project number 20220078
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Section 6
2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
The internal stormwater drainage network will consist of a number of pits to provide collection points for upstream
run-off and enclosed courtyard areas, and a trench drain at the threshold of the basement car park to prevent water
intrusion and ensure that the basement parking area will be free draining under gravity.
Roof run-off from the new building will be drained via downpipes into a stormwater attenuation tank. The tank is
sized to reduce the overall developed site flows to pre-development levels, ensuring discharge from the site
minimises any impact to the downstream environment.
The internal drainage will be conveyed and discharged into an existing kerb inlet pit on Wyandra Street as the lawful
point of discharge from the site.
The roof and allotment drainage system for the proposed site shall be designed to comply with:
1. Noosa Shire Council Planning Scheme Policy (PSP) - Engineering Design Standards – Roads, drainage and
earthworks;
2. The Queensland Urban Drainage Manual (QUDM); and
3. AS/NZS 3500.3:2015 - Plumbing and Drainage Part 3: Stormwater Drainage.
Refer to Appendix A Proposed Development Concept Plan for the proposed stormwater drainage layout plan
illustrating the concept described above.
2.4. Flood Considerations
Review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay has identified that
the site is located outside of any flood or inundation areas within the locality indicating it is not expected that that
the proposed development will be subject to flooding.
Project number 20220078
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Section 7
STORMWATER QUANTITY
3.1. Pre-Post Comparison
As the development proposes to increase the impervious area of the site by approximately 180m² (from 304m² to
486m²), there is likely to be an increase in peak flows from the site. The site has therefore been modelled using the
DRAINS software to assess the impact on peak flows, comparing the existing site conditions to the proposed
development.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess the site against
the ensemble of storm temporal patterns for the East Coast North region. The loss parameters and temporal patterns
have been imported from the ARR Datahub, and rainfall intensities have been imported from the Bureau of
Meteorology IFD rainfall data allowing for a 20% increase to rainfall depths to account for future climate change
patterns.
The parameters obtained from the Australian Rainfall and Runoff (ARR) Data Hub for the location and the rainfall
IFD data obtained from the Bureau of Meteorology have been imported into Drains to generate the storm events.
The models have been run using the ensemble of storm events for 1EY, 50%, 0.2EY, 10%, 5%, 2% and 1% Annual
Exceedance Probability (AEP) for durations from 1 minutes to 24 hours to determine the critical storm duration and
the mean peak flowrate from the storms. Refer to Appendix B DRAINS Modelling Parameters and Results for details
of the parameters used and summary of the results from the modelling.
The model used to represent the development is shown below in Figure 3.1 – DRAINS model layout.
Figure 3.1 – DRAINS model layout
The configuration of the catchment areas for pre-development, post-development and split post development for
roofwater to an attenuation tank are shown in Figure 3.2 – DRAINS Pre-development catchment, Figure 3.3 – DRAINS
Post-development catchments and Figure 3.4 – DRAINS Split Post-development catchment respectively.
Project number 20220078
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Section 8
Figure 3.2 – DRAINS Pre-development catchment
Figure 3.3 – DRAINS Post-development catchments
Figure 3.4 – DRAINS Split Post-development catchments
The results of the modelling against the range of design storms for the development under the existing and
proposed development conditions are shown in Table 3.1 Existing and proposed unmitigated site peak discharge
rates.
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Wyandra Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.016 0.018 0.002 13%
50% 0.019 0.021 0.002 11%
0.2 EY 0.028 0.031 0.003 11%
10% 0.036 0.036 0 0%
5% 0.041 0.041 0 0%
2% 0.047 0.047 0 0%
1% 0.051 0.052 0.001 2%
As expected, the site has increased the total peak flows from the site for a number of storm events. Attenuation will
be required to mitigate the outflows to ensure that the development does not exceed the predevelopment levels to
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Section 9
minimise impacts to the downstream environment.
The mitigated post-development model splits the catchment into a roof area, which drains to an on-site detention
(OSD) tank, and the remainder of the site which is not attenuated. An iterative process was used to determine a
suitable configuration of storage volume, low-flow, and high flow pipe outlets for the OSD to deliver the required
reduction of the flow rates from the site.
The result of the iterative sizing process determined that the OSD storage will need to provide an attenuation
capacity of 4,000L for the proposed roof area with the maximum possible roof area to be plumbed to the tank. A low
flow outlet consisting of a 53mm orifice plate is to be provided the base of the tank, and a 100mm high flow outlet
at the head of the tank will provide discharge for larger storm events.
Using this mitigated development model, the proposed developed flows were again compared to the existing state
as shown below in Table 3.2 Existing and proposed mitigated site peak discharge rates.
Table 3.2 Existing and proposed mitigated site peak discharge rates
Wyandra Street
Qchange
A.E.P Qexisting Qmitigated Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.016 0.015 -0.001 -6%
50% 0.019 0.017 -0.002 -11%
0.2 EY 0.028 0.024 -0.004 -14%
10% 0.036 0.031 -0.005 -14%
5% 0.041 0.038 -0.003 -7%
2% 0.047 0.047 0 0%
1% 0.051 0.051 0 0%
As the total peak flows are equal to or below the existing site conditions for all storm events, the proposed OSD area
will provide the mitigation required for the peak flow storm events from the development.
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Section 10
STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction and operational phase of
the development.
4.1. Construction Phase
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination of downstream
waterways from sediments and other pollutants from the site. A range of best practice sediment and erosion controls
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated.
As the area being developed is below 2,500m², the development’s construction will be managed using best practice
erosion and sediment control principles in line with the desired outcomes of Appendix 2 of the SPP (DERM, July
2017), which are shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future submission for Operational
Works approval. Suitable erosion and sediment controls for the site may include:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
2. A shakedown area is to be installed at the construction entry/exit to the proposed development area to
minimise sediment being transported to and from
Project number 20220078 the site.
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Section 11
3. Downstream pits within the road reserve are to be protected through filter socks or similar.
4. Diversion of upstream catchments around any exposed areas through the use of diversion drains around the
site.
4.2. Operational Phase
The development consists of a small lot duplex consistent in character with the existing residential dwelling. The
proposed development is not considered to significantly alter the pollutant generation potential of the site, and
therefore no additional stormwater quality treatment is proposed for the development.
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Section 12
CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site is to be managed to
comply with the relevant requirements and minimise any adverse impacts to the downstream catchments.
• The proposed site surface run-off is captured internally and discharge into the Council stormwater
infrastructure on Wyandra Street as the lawful point of discharge.
• Field inlet pits are provided within the development to capture upstream run-off and convey it through the
development.
• The existing and proposed development site have been modelled for the critical design storm events for the
site, which found attenuation would be required. Provision of a 4kL attenuation tank with a 53mm low flow
orifice and 100mm high flow outlet was found to provide mitigate the development such that there will be
no increase to existing peak flow discharges from the site for the modelled storm events.
• During construction, erosion and sediment control measures are to be implemented to minimise potential
contaminants impacting the downstream receiving environment in line with the objectives of Appendix 2 of
the SPP. An erosion and sediment control plan shall be developed as part of a submission for Operational
Works approvals.
• As the development is a small residential site that does not significantly alter the pollutant generating
characteristics of the site, stormwater quality treatment is not proposed for the development.
• The proposed stormwater solution is considered to minimise any adverse impacts to the downstream
environment arising from the stormwater run-off while also meeting the stormwater quality targets required
for the development.
Project number 20220078
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Section 13
Appendix A Proposed Development Concept Plans Project number 20220078 File RECOR Preliminary Stormwater Management Report - 20220078.docx, 2022-03-29 Page 13 of 15 Revision 0 P +61 7 5211 1003 A 37 Mary St, Noosaville Qld 4566 E [email protected] recorconsulting.com
Section 14
MCU
NOT FOR CONSTRUCTION
RESIDENTIAL DUPLEX DEVELOPMENT
6 WYANDRA STREET, NOOSA HEADS, QLD 4567
Lot 40 RP 139776
CIVIL WORKS
GENERAL NOTES
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN. 12. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT APPROVALS.
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. CONTRACTOR 13. CONTRACTOR TO ALLOW TO LIASE/CO-ORDINATE WITH ELECTRICAL, LANDSCAPE AND
TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY SETOUT THE WORKS. OTHER SERVICE CONTRACTORS THROUGHOUT CIVIL CONSTRUCTION.
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT SPECIFICATIONS AND 14. CONTRACTOR TO ORGANISE ALL DEMOLITION PERMITS PRIOR DEMOLITION WORKS
WHERE FURTHER DETAILS ARE REQUIRED THE CONTRACTOR SHALL REFER TO NOOSA COMMENCING ON SITE.
SHIRE COUNCIL DEVELOPMENT GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, 15. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND
ASSOCIATED STANDARD DRAWINGS AND SPECIFICATIONS U.N.O. SERVICES WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O.
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS SUCH THEIR 16. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES AND
ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS TAKEN BY RECOR OR THE COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE.
PRINCIPAL FOR THE ACCURACY AND COMPLETENESS OF THIS INFORMATION. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND 17. CONTRACTOR TO CLEAR AND GRUB ALL VEGETATION ON SITE AS IDENTIFIED IN THE
LEVEL OF ALL EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY APPROVED VEGETATION MANAGEMENT PLAN. CONTRACTOR TO ENSURE ALL TREE ROOTS
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT. CONTRACTOR TO AND STUMPS ARE COMPLETELY REMOVED AND BACKFILLED TO LEVEL 1 SUPERVISION.
LOCATE AND PROTECT SERVICES AS REQUIRED DURING PROPOSED WORKS. CONTRACTOR TO ALLOW TO MULCH ALL CLEARED VEGETATION AND STOCKPILE ON SITE
OR REMOVE FROM SITE AS DIRECTED.
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND SURVEY ALL
CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN ON THE DRAWINGS 18. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES PRIOR TO COMMENCEMENT OF CONSULTANTS/CONTRACTORS DRAWINGS:
CIVIL WORKS. CONTRACTOR TO IMMEDIATELY REPORT ANY DISCREPANCIES TO RECOR SURVEYOR: NOOSA COOLOOLA LAND SURVEYORS PTY LTD
AND AWAIT FORMAL DIRECTION PRIOR TO COMMENCING CIVIL WORKS.
ARCHITECT: BLACKWOOD ARCHITECTURE & DESIGN
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL BE
RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS, CONCRETE AREAS, HYDRAULICS: TBA
GRAVEL AREAS, GRASSED AREAS AND ROAD PAVEMENTS. STRUCTURAL: RECOR
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO LANDSCAPE: BLACKWOOD ARCHITECTURE & DESIGN
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR REINSTATEMENT TO BE
CARRIED OUT IMMEDIATELY TO THE SATISFACTION OF INFRASTRUCTURE 19. ALL WORKS TO BE UNDERTAKEN IN ACCORDANCE WITH ALL LOCAL AUTHORITY
OWNER/MANAGER / AUTHORITY/COUNCIL. APPROVALS RECEIVED FOR THE PROJECT
8. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH ALL WORKPLACE 20. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE BOUNDARY WITHOUT
HEALTH AND SAFETY REQUIREMENTS. FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF THAT LAND INCLUDING BUT NOT
LIMITED TO PRIVATE PROPERTY, ROAD RESERVE, PARKS/OPENSPACE, EASEMENTS..
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE PROXIMITY TO
NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE, CONTRACTOR TO ALLOW IN
SCOPE OF WORKS TO PROVIDE ALL MEASURES NECESSARY TO ENSURE THE INTEGRITY
OF EXISTING BOUNDARIES AND INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW LOCALITY PLAN
VIBRATION EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
NOT TO SCALE
10. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THESE DRAWINGS,
THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT
WORKS CAN COMMENCE.
11. CONTRACTOR TO PROVIDE AS CONSTRUCTED DRAWINGS FOR ALL CONSTRUCTED WORKS 1/04/2022
IN ACCORDANCE WITH LOCAL GOVERNMENT REQUIREMENTS. UNLESS OTHERWISE EA ID: 2557785
ADVISED BY RECOR CONTRACTOR TO NOTE COUNCILS ADAC REQUIREMENTS. RPEQ: 26443
DO NOT SCALE, IF IN DOUBT ASK!
A 30/03/22 ISSUE FOR MCU BP NW
Rev Date Description By Chk
DRAWING SCHEDULE
DRAWING NUMBER DRAWING TITLE REVISION
C01 COVER SHEET AND LOCALITY PLAN A [email protected]
C10 EXISTING SITE SERVICES PLAN A 37 MARY ST NOOSAVILLE, QLD
07 5211 1003
C20 BULK EARTHWORKS PLAN A Client
C30 ROADS AND DRAINAGE LAYOUT PLAN A FORDE PROPERTY
Project Name
C31 ROADS AND DRAINAGE DETAILS A RESIDENTIAL DUPLEX DEVELOPMENT
6 WYANDRA STREET
C32 DRIVEWAY SECTIONS (1 OF 2) A NOOSA HEADS
C33 DRIVEWAY SECTIONS (2 OF 2) A Title
COVER SHEET AND LOCALITY PLAN
Project No. Discipline Status
20220078 CIVIL PRELIMINARY
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5
37 MARY ST NOOSAVILLE, QLD
07 5211 1003
Client
FORDE PROPERTY
Project Name
RESIDENTIAL DUPLEX DEVELOPMENT
NOTE: 6 WYANDRA STREET
1. FOR GENERAL NOTES REFER DWG No. C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR 6. CONTRACTOR TO ALLOW TO DEMOLISH ALL EXISTING STRUCTURES, ROADS AND SERVICES NOOSA HEADS
TO COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED. WITHIN LIMIT OF WORKS AND REMOVE FROM SITE U.N.O. NOTE:
Title
2. LOCATION AND DEPTH OF EXISTING SERVICES BASED ON SURVEY, DBYD AND COUNCIL 7. WHERE NECESSARY, CONTRACTOR SHALL OBTAIN ALL NECESSARY APPROVALS TO CARRY EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN DRAWINGS, ALL EXISTING SITE SERVICES PLAN
RECORDS. IT IS THE CONTRACTORS RESPONSIBILITY TO CONFIRM ACTUAL LOCATION AND OUT SERVICES RELOCATION OR ALTERATIONS. IN-GROUND SERVICES WITHIN THE PROPERTY BOUNDARY INCLUDING BUT NOT
LIMITED TO: STORMWATER DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL
DEPTH PRIOR TO CARRYING OUT ANY EXCAVATION OR TRENCHING WORKS. AND COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED FROM
3. CONTRACTOR TO LOCATE AND PROTECT OR MAKE ARRANGEMENTS TO HAVE SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO ARRANGE ALL
NECESSARY APPLICATIONS AND PERMITS WITH THE RELEVANT AUTHORITIES.
DISCONNECTED AND REMOVED ALL EXISTING SERVICES ON SITE PRIOR TO COMMENCEMENT SERVICES TO BE CAPPED IN ACCORDANCE WITH RELEVANT SERVICE
OF WORKS. PROVIDER SPECIFICATIONS AND STANDARD DETAILS
Project No. Discipline Status
4. ALL VEGETATION WITHIN THE LIMIT OF WORKS TO BE CLEARED, MULCHED AND REMOVED 20220078 CIVIL PRELIMINARY
FROM SITE OR IF SCHEDULED STOCKPILE FOR USE BY LANDSCAPER. Designed By Drawn By Scale
(at
BRP BRP 1:100
5. CONTRACTOR TO UNDERTAKE DILAPIDATION REPORT FOR ADJOINING PROPERTIES AND A1)
COUNCIL ROADS AND VERGES PRIOR TO COMMENCEMENT OF ANY WORKS ON SITE. Drawing No. Revision
C10 A
Section 16
MCU
NOT FOR CONSTRUCTION
BOUNDARY
N
SITE
VIP RL 25.997
VIP RL 26
BOUNDARY
TEMPORARY SHORING OR
BATTERING TO
GEOTECHNICAL ENGINEERS
VIP RL 25.95 SITE
t
SPECIFICATIONS
ran
24.70
BOUNDARY
24.79
Height Table for
VIP RL 25.95
Hyd
SITE
CUT/FILL
VIP RL 23.2
VIP RL 23.2
Fire
BOUNDARY
24.68
Sewer Manhole Elevation Colour
SITE
25.46
25.41
102°02 41 -4.00 to -3.50
VIP RL 23.2
VIP RL 23.2
25
.77 '00
20.115 " RP139776
A
24.7 26.35 -3.50 to -3.00
TREE 0.1
-0TREE800.1
3
50 5 HORIZONTAL CURVE DATA HORIZONTAL CURVE DATA
5
-3.00 to -2.50
.2
.85 51004
24
25
26.83
.69 Sewer
C
24.00 27.0 VERTICAL CURVE LENGTH (m) VERTICAL CURVE LENGTH (m)
24.10 2 Line In
m LIL 0.1
7
VERTICAL CURVE RADIUS (m)
27.07 dicative VERTICAL CURVE RADIUS (m)
-2.50 to -2.00
.5
3
-1 50905
.7
26
9
26.60
Only (N VERTICAL GEOMETRY GRADE (%) 50.1% -0.1%-100% 0% 883.4%
25
n
.2
VERTICAL GEOMETRY GRADE (%) -17.6% 0% 99.5% 0% 100%
rb
26.22
27.
25
itume
26.69 ot LVERTICAL GEOMETRY LENGTH (m) 12.3 2.77 7.93 1.2 VERTICAL GEOMETRY LENGTH (m) 4.24 2.8 8.02 0.6
.13
e
25.
52 26.09
5 ocated -2.00 to -1.50
of K
5
27. RL b
= y20.000 DATUM RL = 18.000
.3
71 86 DATUM
Survey
27.
m
26
2 -1
REET
.8 )
3
of B
24
.4
-1.50 to -1.00
26
FINISHED SURFACE LEVEL
24.17
21.133
26.000
26.000
25.997
23.200
23.200
23.200
26.751
.48
FINISHED SURFACE LEVEL
23.226
23.200
23.200
23.200
25.950
25.950
25.950
27.149
0
2
2
Back
41
.7
.9
24.4
26.
26
25
m
26.41
Deck
Edge
-1.00 to -0.50
4
EXISTING SURFACE LEVEL
22.804
24.950
25.017
25.276
25.336
25.678
26.899
26.751
EXISTING SURFACE LEVEL
23.722
25.175
25.181
25.860
25.939
26.254
26.552
26.604
.6
Pit a
26
25 26.
Telstr
.84 4 5
-0.50 to 0.00
6
.4
CUT / FILL DEPTH
23.57 25
-1.672
-2.136
-2.478
-3.699
CUT / FILL DEPTH
-1.950
-1.981
-2.660
-2.739
-0.304
-0.602
-0.654
1.050
0.983
0.720
-0
1.259
C
4
RA ST
.5
23.
0
0.00 to 0.50
24
.10
67
CONTROL LINE CHAINAGE
13.963
24.784
25.386
00"
CONTROL LINE CHAINAGE
10.146
22.442
25.207
33.134
34.334
16.76
-0
9.72
m
26
10
20
0.50 to 1.00
10
20
30
26.150
.50
0
0
.29 LONGITUDINAL SECTION B - B
12°02'
LONGITUDINAL SECTION A - A A3 SCALE: H 1:500, V 1:100
0
A3 SCALE: H 1:500, V 1:100
.5
9
26
.4
27.
1.00 to 1.50
m
27
Deck Stairs
46
23.
3 -0 1.50 to 2.00
071
.47
69
23.22
0.5
Ramp
BOUNDARY
0
23.3
m
23
C
WYAND
OIN
23.27
.98
5
.0
P
SITE
2
25
23.
.9
+0
7
23
3
BOUNDARY
41
23.
.85
VIP RL 25.95
VIP RL 25.95
23
8
9
.5
.65
.7
VIP RL 25.391
SITE
VIP RL 25.46
VIP RL 25.46
m
24
23
6
.1
26.1
The text continues on section 17.
Used in these records
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