Original source · versioned page text
Stormwater Management Plan
Original PDF page 1, section 1. The text section number identifies this passage in the reader.
Plans and drawings
This document appears to be plans or drawings. Its page text below holds only the words printed on the drawings, without the drawings themselves, so it may be jumbled or hard to follow. To see the plans as drawn, choose Original above or download the file (both need you to log in).
Log in to see the plans as drawnSite Based Stormwater Management Plan
for the
Proposed Development
at
65-67 Elanda Street, Sunshine Beach
for
Nuluxe Property Group
Project No: WCD-22936
Revision: C
Date: 3rd August 2022
See the original
The page text is free to read. Viewing or downloading an original file needs an account.
Log in to see the originalLog in to download the original file
Large file: the download may take up to a minute.
Searchable page text hides email addresses. Original files are unchanged and may show email addresses.
Full text of sections 2 to 35 (of 94)
Section 2
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
RPEQ Certification
This document has been reviewed and approved by the following appropriately qualified and
experienced Registered Professional Engineer of Queensland (RPEQ).
……………………………………………
Wayne Clark (RPEQ No.16580)
WC Designs Pty Ltd
20a / 25 Samuel Street
Camp Hill, QLD 4152
Ph: 07 3062 9835
www.wcdesigns.net.au
REVISION AUTHOR DESCRIPTION DATE APPROVED
A HO Final (For Approval) 12/10/2021 WC
B JP For Approval 10/01/2022 WC
C JP For Approval 3/08/2022 WC
Copyright Notice
WC Designs © 2021
The authors retain copyright in this material. Copying permitted under Copyright Act 1968 and Sustainable
Planning Act 2009. Intellectual Property resides with WC Designs.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 2
Section 3
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Table of Contents 1. EXECUTIVE SUMMARY 4 1.1 Introduction 5 1.2 Objectives 5 1.3 Development Details 6 1.4 Site Characteristics 6 1.4.1 External Catchment Analyses 6 1.4.2 Existing Land Use and Stormwater Discharge 6 1.4.3 Proposed Land Use and Stormwater Discharge 7 2. LAWFUL POINT OF DISCHARGE 8 3. HYDROLOGICAL MODELLING AND ANALYSES 9 3.1 Modelling Parameters and Strategy 9 3.2 Modelling of Peak Discharge and Impact Assessment 10 3.3 Modelling of Detention Devices 15 3.4 Stormwater Quality 19 4. CONCLUSIONS & RECOMMENDATIONS 20 4.1 Proposed Stormwater Management Plan 20 4.2 Recommendations 20 4.2.1 Construction Phase 20 4.2.2 Pre-Construction 20 4.2.3 During Construction 20 4.2.4 Post Construction 21 4.2.5 Operational Phase 21 5. REFERENCES 22 Appendices A ~ Survey Plan & Architectural Plans B ~ Rainfall Intensity and Coefficients from BOM C ~ Runoff Hydrographs from Storm Events with Multiple Durations D ~ Rational Method Calculation E ~ Concept Stormwater Drainage Layout Plan F ~ Detention Tanks Flow Hydrographs and Water Levels File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 3
Section 4
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ 1. Executive Summary WC Designs Pty Ltd has been engaged to prepare a Conceptual Site Based Stormwater Management Plan (SWMP) for the proposed townhouse development at 65 & 67 Elanda St, Sunshine Beach QLD 4567. The land parcel is legally described as Lots 410 & 411 on RP48112, and located within the Noosa Shire Council. The development proposes four (4) townhouses on the site, as illustrated by the architectural plans contained in Appendix A. This report is prepared to support the development application and provides a site-based stormwater concept design to ensure the stormwater runoff from the site does not result in actionable nuisance or worsening of discharge to any properties within its vicinity (upstream, downstream or adjacent to the site) and cast adverse impact on flooding or the peak discharge flow and duration for all storm events up to the 1% AEP (Annual Exceedance Probability) storm events. Hydrological analyses are carried out using run-off routing technique through XP-Storm- 2016. The peak flows are identified for the pre-developed and post-developed scenarios for all storm events up to 1% AEP (Annual Exceedance Probability). To mitigate the flow increase, two 7KL above-ground roof water detention tanks are proposed for the development. File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 4
Section 5
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
1.1 Introduction
The subject site is located within Noosa Shire Council within a developed area surrounded
by existing residential dwellings. The site can be accessed by Elanda Street to the west.
The site generally falls from west towards east of the development site. The site has a total
area of approximately 0.1020 ha. The locality of the site is shown in Figure 1.1 (highlighted
in blue hatch).
Figure 1.1 Site Location
1.2 Objectives
WC Designs has been commissioned to propose a conceptual SBSMP and undertake an
assessment of stormwater quantity impact associated with the proposed development, the
objectives of this report are list below:
• Identify the increase in stormwater runoff that will be generated by the
development (if any),
• If required, propose stormwater detention system to ensure that stormwater
discharge from the post-developed site is no more than the discharge from pre-
development scenario for all storm events up to 1% AEP.
• Nominate the location of the Lawful Point of Discharge (LPD) for the
development site.
• If required, propose stormwater treatment system to ensure the stormwater
quality.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 5
Section 6
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
1.3 Development Details
Site Address: 65-67 Elanda Street, Sunshine Beach QLD 4567
Property Description: Lots 410 & 411 on RP48112
Site Area: 1,020m2 (Total Site)
Proposed Use: Townhouse Development (Material Change of Use)
Local Authority: Noosa Shire Council
1.4 Site Characteristics
1.4.1 External Catchment Analyses
An investigation has been undertaken into the surrounding areas to determine the existence
and extent of any external catchments contributing flows toward the subject site. It is noted
that the upstream catchment to the development site is traversed by Elanda Street, as a
result, the flows from upstream will bypass the site via the road carriage way of Elanda
Street without contributing to the development site as external flow.
1.4.2 Existing Land Use and Stormwater Discharge
The site currently has one dwelling located at the north side of the site with existing
impervious driveway. The site falls towards the eastern boundary at an average grade of
10%, as reflected by the contour information in Appendix A. The impervious areas comprise
of the roof area of the residential dwelling, as well as the driveway area. The rest of the site
is covered by grass and trees, as shown in Table 1.1.
Table 1.1 Detailed site configuration
Roof surface area Landscape area Driveway area Total area (ha)
(ha) (ha) (ha)
0.0114 0.0899 0.0007 0.1012
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 6
Section 7
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
Currently, no stormwater discharge outlet point for the existing dwelling is observed along
the kerb and channel, it is assumed that the stormwater runoff from the development site is
currently discharged to the ground, and flows to the rear of the site as sheet flow.
No information of acid sulphate soil is obtained for the development site. However, given
the site is on an elevation far higher than 5m AHD, it is deemed that the acid sulphate soil
risk here is minimal.
1.4.3 Proposed Land Use and Stormwater Discharge
The existing house and hardstand areas are to be removed, and four (4) townhouses with
associated driveways are proposed for the development. The site dwelling density is approx.
39 dwelling/Ha (i.e. 4 dwellings/0.1020 Ha).
Considering the site dwelling density is over 20 dwelling/Ha, which falls within urban
residential high-density category in QUDM. Based on this the, the minor storm event is 10%
AEP. The site configuration is further detailed in Table 1.2.
A series of field inlet pits and underground stormwater pipe are proposed to collect the roof
water from the above-ground detention tank. Stormwater runoff from the site is proposed to
be discharged to the existing stormwater manhole located within Henderson Street, as
shown in Appendix E.
Table 1.2 Detailed site configuration
Roof surface area Landscape area Driveway area Total area (ha)
(ha) (ha) (ha)
0.0500 0.0325 0.0195 0.1020
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 7
Section 8
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
2. Lawful Point of Discharge
In accordance with Queensland Urban Drainage Manual (QUDM 2016) section 3.4, a Lawful
Point of Discharge (LPD) must be demonstrated when proposing a development. Section
3.4.1 outlines a two-point test to assess whether a lawful point of discharge exists for a
development that consists of the following:
(i) The location of the discharge is under the lawful control of the local government
or other statutory authority from whom permission to discharge has been
received. This will include park, drainage or road reserve, stormwater drainage
easement
(ii) In discharging to that location, the discharge will not cause an actionable
nuisance (i.e. a nuisance for which the current or some future neighbouring
proprietor may bring an action or claim for damages arising out of the nuisance),
or environmental or property damage.
Currently, the site discharges stormwater naturally to the east downstream area, the
proposed LPOD is the existing manhole within Henderson Street. This is infrastructure
currently receives stormwater runoff from the development site as overland flow. The
roofwater runoff will be mitigated prior to discharge from the development site.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 8
Section 9
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
3. Hydrological Modelling and Analyses
In order to identify the impact of the proposed development to the existing environment,
hydrological analyses are carried out. Based on Noosa Plan (2020), stormwater drainage
design is required to be carried out based on QUDM, hence, the following analyses and
design is performed based on the guideline of QUMD-2016.
3.1 Modelling Parameters and Strategy
Numerical modelling and analyses are developed only for stormwater impact assessment
purpose, no flood overlay assessment is analysed.
The geographical location of the development site is (27.4S, 153.04E). The rainfall
intensities for various durations of storm events from 63% AEP to 1% AEP are obtained
from the BoM, as contained in Appendix B.
XPSTORM (2016.1) is applied to perform hydrological modelling using Laurenson method.
This method allows each catchment to be split into pervious and impervious sub-areas, and
route stormwater runoff through non-linear catchment storage using separate hydrographs
from pervious and impervious portions.
The complicated surface characteristics can be simulated by nominating appropriate
Manning’s roughness for both Pervious and Impervious sub-areas. Manning Roughness
coefficient (n) are summarised in Table 3.1.
Table 3.1 Manning’s roughness summary
Impervious area Pervious area (ha)
(ha)
Manning’s Roughness 0.011 0.030
(n)
Laurenson's Method, among numerous hydrological methods, applies constant values for
Initial and Continuing Losses in considering the infiltration. Initial Loss (IL) and Continuing
Losses (CL) have been applied to the hydrological model.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 9
Section 10
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
QUDM-2016 refers to the Australian Rainfall & Runoff (ARR) for guidance on IL and CL. In
Section 3.5 of Book 5 of ARR, recommendations for the IL & CL are adopted. In particular,
the IL value of urban pervious area is suggested to be 10mm – 30mm. The IL value of
effective impervious is suggested to be 1mm – 2mm. Details of the applied IL and CL
parameters are presented in Table 3.2.
Table 3.2 Adopted Initial & Continuing Losses
100% Impervious Area 0% Impervious Area
IL (mm) CL (mm/hr) IL (mm) CL (mm/hr)
1 0 10 2.5
3.2 Modelling of Peak Discharge and Impact Assessment
Through the analyses of hydrological model, it is identified that the worst-case storm
duration is 25 minutes for both Minor (10% AEP) and Major (1% AEP) storm events, as
shown in Appendix C. Therefore, 25 minutes is consistently adopted as critical design storm
duration for storm events ranging from 63% AEP to 1% AEP.
To identify the flow increase due to the development, the Pre- and Post- development
scenarios are modelled simultaneously with the same infiltration parameters across various
of rainfall events.
Hydrographs of 25mins storm events for various of storm events are summarised in Figure
3.1. It can be observed that with the increase of AEP the flow increases consistently for both
pre- and post- development scenarios.
To further assess the impact due to the proposed development, the peak flows of storm
events with various AEPs are extracted from Figure 3.1, as shown in Table 3.3.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 10
Section 11
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
Figure 3.1 Flow comparison of the Pre- and Post-development scenario
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 11
Section 12
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
Table 3.3 Flow comparison between Pre- and Post- development
Storm Event Peak Flow Pre- Peak Flow Post- Difference Difference
development development (m3/s) (L/s)
3 3
(m /s) (m /s)
63% AEP, 25min 0.017 0.031 0.014 14
39% AEP, 25min 0.022 0.036 0.014 14
20% AEP, 25min 0.035 0.051 0.016 16
10% AEP, 25min 0.046 0.061 0.015 15
5% AEP, 25min 0.054 0.070 0.016 16
2% AEP, 25min 0.059 0.074 0.015 15
1% AEP, 25min 0.069 0.082 0.013 13
It can be observed that the proposed development shall produce a maximum of 16L/s
increase in flow discharge from storm events up to 1% AEP, which may cause actionable
nuisances to the vicinity of the development site. Hence, on-site stormwater detention
devices are necessary for the proposed development, so that the peak flow from the Post-
development scenario can be no greater than the Pre-development scenario.
To validate the modelling results above, Rational Method is also applied to estimate the
discharge, detailed calculation is presented in Appendix E. Table 3.4 summarises the peak
flows of various storm events.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 12
Section 13
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
Table 3.4 Peak flow results from Rational Method
Storm event Peak Flow Pre- Peak Flow Post- Difference Difference
development development (m3/s) (L/s)
3 3
(m /s) (m /s)
63% AEP 0.018 0.023 0.005 5
39% AEP 0.022 0.027 0.005 5
20% AEP 0.033 0.041 0.009 9
10% AEP 0.041 0.051 0.011 11
5% AEP 0.048 0.061 0.013 13
2% AEP 0.061 0.078 0.017 17
1% AEP 0.070 0.089 0.019 19
Table 3.5 Peak flow results from Rational Method with 20% increase in rainfall intensity
Storm event Peak Flow Pre- Peak Flow Post- Difference Difference
development development (m3/s) (L/s)
3 3
(m /s) (m /s)
63% AEP 0.022 0.027 0.005 5
39% AEP 0.026 0.033 0.007 7
20% AEP 0.040 0.050 0.010 10
10% AEP 0.049 0.061 0.013 13
5% AEP 0.058 0.074 0.015 15
2% AEP 0.074 0.094 0.020 20
1% AEP 0.087 0.107 0.023 23
It must be noted that the XPSTORM numerical model and Rational Method are different
methods in nature. Rational method is a mathematical model, which is only recommended
to provide general storm peak discharge without the capacity of considering the infiltration
and runoff storage. Whereas the XPSTORM model is a hydrological model based on runoff
routing technique considering the necessary infiltration and site-specified design storm
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 13
Section 14
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ events. Higher flow prediction from Rational Method is expected, as represented by Table 3.3 and Table 3.4. However, both modelling results indicate that the proposed development would cause similar amount of flow increase. Therefore, it is confirmed that the proposed development will likely cause flow increases that could create actionable nuisances. The above table 3.5 represent a 20% increase in rainfall intensity in accordance with Noosa Planning Scheme Policy. Although the difference in flows increase in all events the increase is a maximum of 3L/S. This increase in minor and with the proposed detention tank outlet flows this increase will have no negative impacts. File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 14
Section 15
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
3.3 Modelling of Detention Devices
For all the storm events, the mitigation strategy is designed as follows:
Surface runoff from the proposed landscaping and driveway area will become bypass flow
without being mitigated. While the roof water will be captured by a series of roof gutter and
down pipes to the proposed detention tank for mitigation and be discharged to Elandra
Street.
The “no worsening” target is that the sum of the mitigated flows from all the roof areas, and
the un-mitigated by-pass flows from landscaping and driveway area are no more than the
flows discharged from the pre-development scenario. The target flows of mitigation for each
AEP will be the flows from Pre-development scenario, as list in Table 3.5.
Table 3.5 Target flows of mitigation
Storm event 63% 39% 20% 10% 5% 2% 1%
AEP, AEP, AEP, AEP, AEP, AEP, AEP,
25min 25min 25min 25min 25min 25min 25min
Targeted flow 0.017 0.022 0.035 0.046 0.054 0.059 0.069
after mitigation
(m3/s)
Through XPSTORM-2016, a hydraulic coupling with hydrological model is developed. Two
7KL roof water detention tank is proposed, each tank is responsible for half of the entire roof
area of the development. Each detention tank has two orifices. Landscaping and driveway
area are modelled as By-pass area. The model layout is presented in Figure 3.2.
Figure 3.2 XP-storm model layout
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 15
Section 16
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
Indicative location of the detention tank can be found in Appendix E. Flow hydrographs and
the water levels inside the tank of each detention tank for various AEPs are obtained through
the XPSTORM model. The results are presented in Appendix F.
Table 3.6 lists the key parameters of the above-ground detention tank.
Table 3.6 Specification of each roof water detention tank
Tank base area (m²) 3.795 (1.15 x
Underground Detention tank
3.30)
Tank internal height (m) 2.02
Tank Volume (m3) 7.67
First orifice Invert RL from ground level (mm) 10
First orifice diameter (mm) 40
Second orifice Invert RL from ground level (mm) 1000
Second orifice diameter (mm) 50
Tank outlet pipe diameter (mm) 150
A schematic plot is presented in Figure 3.3, the location of the orifices are illustrated.
Figure 3.3 Illustration of the proposed 7 KL detention tank
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 16
Section 17
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
For each tank, the flow discharge is the sum of the flows from the two orifices. The sum of
the flows from the proposed two detention tanks and by-pass areas shall be no greater than
the total flow discharge from pre-development site, details of which are presented in Table
3.7.
Table 3.7 Mitigated Flows using roof water Detention Tank
Storm event Peak flow from Peak flow from Sum of the peak
detention tanks all the by-pass flow (m3/s)
(m3/s) area (m3/s)
63% AEP, 25min 0.006 0.013 0.019
39% AEP, 25min 0.006 0.016 0.022
20% AEP, 25min 0.008 0.023 0.031
10% AEP, 25min 0.010 0.029 0.039
5% AEP, 25min 0.010 0.034 0.044
2% AEP, 25min 0.018 0.036 0.054
1% AEP, 25min 0.022 0.040 0.062
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 17
Section 18
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
In table 3.7, the sum of the peak flow represents the mitigated post-development peak flows.
In order to assess the efficiency of the proposed detention tank, flow results are further
compared, as shown in Table 3.8.
Table 3.8 Flow outcome assessment
Storm Event Unmitigated Post- Mitigated Post- Pre-development
development Peak development peak flow peak flow (m3/s)
Flow (m3/s) (m3/s)
63% AEP, 25min 0.031 0.019 0.017
39% AEP, 25min 0.036 0.022 0.022
20% AEP, 25min 0.051 0.031 0.035
10% AEP, 25min 0.061 0.039 0.046
5% AEP, 25min 0.070 0.044 0.054
2% AEP, 25min 0.074 0.054 0.059
1% AEP, 25min 0.082 0.062 0.069
In Table 3.8, it can be observed that after the mitigation of the detention tank the peak flows
are significantly reduced in comparison to the unmitigated post-development peak flows.
Moreover, through the comparison between the mitigated post-development peak flow and
the target flow of mitigation, it can be observed that the proposed stormwater system
achieves the target of “no-worsening”.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 18
Section 19
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ 3.4 Stormwater Quality The requirements of the State Planning Policy (July 2017) (SPP) for water quality in the interest of the State are triggered for this site. The assessment criteria and application to the development are summarised in Table 3.9 below: Table 3.9 Development applications affecting receiving waters State Planning Policy Criteria Application to Development (1) A material change of use for an urban purpose that Not applicable, the development involves premises 2500 metres² or greater in size and: site is less than 2500 m2. (a) will result in six or more dwellings; or (b) an impervious area greater than 25 per cent of the net developable area. (2) Reconfiguring a lot for urban purposes that involves Not applicable. The proposed premises 2500 metres² or greater in size AND will result in development is MCU. six or more lots; or (3) Operational works for an urban purpose that involves Not applicable, the disturbed area disturbing a land area 2500 metre2 or greater in size. is less than 2500m2. It can be observed that the proposed development does not trigger any of the criteria of stormwater quality policy. Therefore, stormwater quality shall be managed in accordance with best management practices. At the Operational Works stage, alternative measures should be incorporated to consider the maintenance of stormwater runoff quality, including rainwater harvesting, first flush systems etc. File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 19
Section 20
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
4. Conclusions & Recommendations
4.1 Proposed Stormwater Management Plan
Through the hydrological analyses, it is identified that the proposed development will cause
flow increase, which might result in actionable nuisances to the existing environment.
Therefore, two 7kL roof water detention tank are proposed to mitigate the flow from the roof
area. Eventually, Stormwater runoff from the site will be discharged to the existing manhole
located within Henderson Street via the proposed stormwater infrastructure., as shown in
Appendix E.
Building applications for future impervious area on the allotment shall address their impacts
on stormwater quality on an individual basis. The internal stormwater drainage system up to
property boundary must be maintained by body corporate arrangement in perpetuity.
4.2 Recommendations
4.2.1 Construction Phase
Prior to commencement of construction, an Erosion and Sediment Control Plan (ESCP) will
be implemented to minimise the impacts on stormwater quality. The plan will address site
and catchment specific erosion control measures, generally adhering to the following control
measures.
4.2.2 Pre-Construction
Before construction the following measures will be established and maintained for any to be
disturbed:
• Sediment fences to be erected;
• Stockpile areas to be designated to minimise impacts on site runoff; and
• Provision of shakedown pit for any entry/exit points to the site.
4.2.3 During Construction
• Construction related activities will be contained within the subject site where
possible to minimise areas of disturbance.
• Topsoil retention for site rehabilitation.
• Regular inspection of sediment control measures; and
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 20
Section 21
65-67 Elanda Street, Sunshine Beach
Site Based Stormwater Management Plan
_____________________________________________________________________________________________
• Contractor’s Construction Management Plan to include day to day management
requirements.
4.2.4 Post Construction
Following construction any disturbed areas will be stabilised through revegetation which is
to be maintained until established.
4.2.5 Operational Phase
Building applications for future dwellings on the allotments shall address their impacts on
stormwater quality on an individual basis.
File Name: WCD-22936 – 65-67 Elanda_SWMP.docx
Revision: C 21
Section 22
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ 5. References Department of State Development, Infrastructure and Planning, “State Planning Policy, July 2014” Healthy Waterways ‘Water Sensitive Urban Design – Technical Design Guidelines for South East Queensland – Version 1, June 2006 Institution of Engineers, Australia (2001) “Australian Rainfall and Runoff – A guide to flood estimation”. Institute of Public Works, Engineering Australia (2013) “Queensland Urban Drainage Design Manual (QUDM)”, Third Edition File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 22
Section 23
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Appendix A Survey Plan & Architectural Plans File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 23
Section 24
8630 14220 10695
SETBACK GROUND FLOOR OVERALL REAR SETBACK
D
SEWER LINE
PERMANANT POWER POLE
RETAINING WALL PROPERTY BOUNDARY 33.544M | 89° 56' 36"
APPROX.
METERBOX
LANDSCAPE BUFFER
DETENTION TANK TO CIVIL
2494
ENG'S DETAILS
RL 43440 RL 43440
DP DP
FG SW
ENTRY RL 43290 ALFRESCO GATE
POOLS WITH FRAMELESS
RUMPUS
PROPERTY BOUNDARY 15.091M | 359° 59' 36"
GLASS POOL FENCES TO
LANDSCAPE COMPLY WITH QDC
H1 MP3.4 AND AS1926
6195
5845
GARAGE
LANDSCAPING TO
RL 43470
190mm STEP POOL LANDSCAPE
BATH ARCHITECTS DETAILS
BED
2500
LIFT
CROSSOVER
ROBE
1:6 1:4 1:6 1:8
5000
1:8
CL
PROPERTY BOUNDARY 15.091M | 179° 58' 36"
ROBE SEWER
5790
CONNECTION
2500
LIFT POINT
BED
B BATH B
POOL
GARAGE
7000
RL 43470
SEWER MH SL41.8
KERB, CHANNEL AND
FOOTPATH TO CIVIL ENG'S
LANDSCAPING TO H2
LANDSCAPE
DETAILS ARCHITECTS DETAILS RUMPUS
FG 50 DP ALFRESCO GATE
STORMWATER SERVICES 0 RL 43290
TO CIVIL ENG'S DETAILS SEW
C SW 190mm STEP ER C
LIN
E
ENTRY
UP
CL
SEWER
UP CONNECTION
PA D
VI ESI 5400
POINT
R TE
RK
TO NA
FG
DP RL 43290 ALFRESCO GATE
SI G
D
RUMPUS LANDSCAPING TO
LANDSCAPE
5770 H3 ARCHITECTS DETAILS
7004
6694
24
00
SW
GARAGE
POOL
RL 43290 BATH G 4TH RFI RESPONSE 08.08.22
1:10 BED F 3RD RFI RESPONSE 23.05.22
29"
E 2ND RFI RESPONSE 01.03.22
° 29'
LIFT D RFI RESPONSE 20.12.21
C DA ISSUE 18.10.21
| 197
ROBE B SKETCH ISSUE 22.09.21
A SKETCH ISSUE 15.09.21
1:6
.5 9 3 M
1:8
CL
A A ISSUE AMENDMENTS DATE
Y 13
5800 ROBE
DAR
1:10 LIFT
OUN
TY B
BED
BATH
PE R
POOL
PR O
GARAGE
5841
PROPERTY BOUNDARY 16.098M | 359° 59' 36"
© COPYRIGHT
6996
INVILLA Pty Ltd. Reproduction forbidden. Unathorised use,
RL 43290 reproduction or adaption is forbidden and will be prosecuted.
PROJECT: PROPOSED
H4
LANDSCAPE DEVELOPMENT
RUMPUS
65-67 ELANDA ST, SUNSHINE
ENTRY ALFRESCO GATE BEACH QLD
FG SW
DP DP UP
ENTRY PATH LOT: 410-411 SP/RP: 48112
UP
DETENTION TANK TO CIVIL LOCAL GOVT: SUNSHINE COAST COUNCIL
RL 43290
1503
ENG'S DETAILS
LANDSCAPE BUFFER TITLE: GROUND FLOOR PLAN
PROPERTY BOUNDARY 29.463M | 269° 56' 38"
LINE
D JV MJ
DRAWN: CHECKED:
SEWER
11210 DATE: 08.08.2022 APPROVED: JV
8630 14660 6173 SCALE @ A2: 1 : 100 JOB No. 67ELA
SETBACK SETBACK
DA APPROVAL SHEET:
REVISION: G
NOT FOR CONSTRUCTION 05 of 17
Section 25
w
w
PPLop”
j .
=
dower M/H
* By Records
=,
a
be
&,
NaWNLIG JO A
43 99
Be?
ALL SERVICES ARE BY RECORDS ONLY.
unl? | 51h ,96°
ROOF RIDGE CP
| LEVELS5.79m goth
8 691 | TOP FLOOR SP181140 »
Q
: s | WALL ast ys Emi A
rid |
8! Bye By SP 183953
TOP FLOOR eo 856.79 8 BR eet \
Ky 89 Rt} 88;
BALCONY. oe eas gash gst oo? aut zai oh si POOL/DECK
Nya! Sqn" "SECOND LEVEL WALL F 52.48
Lys [it oe oe 7d jl AREA o
— By br CUWER CEVELD
s OUTSIDE,WALL S, 4 oe b 4
ih TIMBER PAILING FENCE 138% _89°56'36"&_..9 ¢ &
uel Telstra Pit
WIRE MESH FENCE
Pp ——P U/G
T_T U/G
6 ——6é U/SG
—;—:—_ WU
—— » —w — UG
bp ——od
POWER
POWER
TELSTRA
GAS
SEWERAGE
WA TERMAIN
STORMWATER
EAVE LINE
lao
es
is
a
3
99 FL:43.99m
6 Leh
f°
oh
i uN
4
MESH FENCE
iS
42?
bs
he
on
TREE.
oo. Ht = 8 _
PRoRRo= "0°80" (P
Type = NR
3 BUP100554
WA
REE gp tt
a ia g = 5.0 x
z Punk = 0-30 ROOF RIDGE
mop Type = NA LEVEL:50.82m
z RENDERED UNIT COMPLEX
2
a
S
4 mp
ee? rn
3
9
yet
GRASSED
AREA
4
30
xl
3% [>
43 Yh a4 Trunk psJ 0.30
Rew 269°56 38” By TIMBER PAILING FENCE 9, z AF Type f PALM
g
R48.23
BUP5974
TWO STOREY BRICK UNIT
COMPLEX
. ! \. 1
a / \ GTP3740
\ ast
. NO. \th ;
g
yh ae a!
\_ ROOF RIDGE
A \ LEVEL 4.9.63m
; / ~~ ~L ha
> / ‘ _
TWO STOREY
UNIT COMPLEX
VISIBILITY TO NEIGHBORING PROPERTIES
s MINIMAL DUE TO VEGETATION
Ss
—_™_ s
—_ :
— :
—_ s
—_ :
cP a
BUP4358 ROOF RIDGE
LEVEL:46.02m
SPLIT LEVEL DUPLEX
~ — 6%
ROOF RIDGE
LEVEL:49.1m
ORIGINAL ISSUE
26/07/21
ISSUE;
DESCRIPTION
DATE
N we
Datum for Levels AHD
Levelled from PSM No.53783..RL43.777m
NOTE: Norris Clarke & O'Brien Pty Ltd
This plan has been prepared from a combination of field DETAI L SURVEY rs Licensed Surveyors
survey and existing records for the purpose of designing new Town Planners
constructions on the land and should not be used for any other | Description J
purpose. The title boundaries shown hereon were not marked by
the author at the time of survey and have been determined
by plan dimensions only and not by field measurement.
Services shown hereon have been located where possible by
field survey. If not able to be so located or known, services
have been plotted from the records of relevant authorities
where available and have been noted accordingly on this plan.
Where such records either do not exist or are considered
inadequate, a notation has been made hereon. Prior to any
demolition, excavation or construction on the site, the relevant
authority should be contacted for possible location of further
underground services and detailed locations of all services.
This note is an integral part of this plan.
LAND at 65 and 67 ELANDA
STREET, SUNSHINE BEACH
LOTS 410 and 411 on RP48112
Noosa Shire Council
Development Consultants
Level 1 - Aldi Centre, 12 Bishop Street
Kelvin Grove QLD 4059
ph: 07 3012 0000 fax: 07 3012 0099
email: [email protected]
ACN 056 870 770 ABN 15 056 870 770
COMP-FILE 11013D1—A.DWG SSE
Scale in Metres
1:200 at A2
Date
F.B.
26/07/2021 *** 41013DT
Section 26
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Appendix B Rainfall Intensity and Coefficients from BOM File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 24
Section 27
IFD Design Rainfall Coefficients
Site address: 65 & 67 Elanda Street, Sunshine Beach Noosa Shire Council
Property description: Lots 410 & 411 on RP48112
Requested coordinate: Latitude 27.4 (S) Longitude 153.04 (E)
ARR - 2016
Coefficient 63% AEP 50%AEP 20% AEP 10%AEP 5%AEP 2%AEP 1%AEP
C0 1.0538857 1.1745701 1.4723595 1.6284206 1.7573175 1.9015659 1.9967048
C1 0.63679951 0.65174001 0.72049963 0.77647883 0.83465379 0.92833638 1.0022286
C2 0.27434415 0.25990281 0.1848782 0.12120537 0.05416505 -0.056074474 -0.14335568
C3 -0.14603339 -0.14170438 -0.11363167 -0.088308193 -0.061162315 -0.015204149 0.021360066
C4 0.02794374 0.027491285 0.022896551 0.018394478 0.013459722 0.004797935 -0.002129898
C5 -0.002379872 -0.002367362 -0.002014163 -0.00163696 -0.001214746 -0.000447988 0.000167651
C6 7.54E-05 7.56E-05 6.51E-05 5.29E-05 3.90E-05 1.31E-05 -7.74E-06
DepthP = e^(C0 + C1 ln(T) + C2 ln(T)2 + C3 ln(T)3 + C4 ln(T)4 + C5 ln(T)5 + C6 ln(T)6)
T unit: minutes I Unit: mm/hour
Rainfall Intensity:
63% AEP 50%AEP 20% AEP 10%AEP 5%AEP 2%AEP 1%AEP
Intensity (5 minutes) 125.038 141.329 191.529 224.863 256.914 298.724 330.213
Intensity (10 minutes) 102.144 115.110 154.326 179.763 203.770 234.115 256.394
Intensity (20 minutes) 75.719 85.287 114.292 133.156 150.997 173.651 190.332
Intensity (25 minutes) 67.530 76.108 102.231 119.321 135.560 156.338 171.735
Intensity (30 minutes) 61.177 69.000 92.938 108.694 123.737 143.130 157.589
Intensity (45 minutes) 48.444 54.779 74.411 87.537 100.227 116.884 129.500
Intensity (60 minutes) 40.715 46.155 63.173 74.687 85.921 100.847 112.278
Intensity (90 minutes) 31.664 36.052 49.948 59.498 68.931 81.636 91.503
Intensity (120 minutes) 26.445 30.215 42.249 50.599 58.909 70.177 78.996
Intensity (180 minutes) 20.533 23.586 33.414 40.308 47.229 56.661 64.101
Rainfall depth:
63% AEP 50%AEP 20% AEP 10%AEP 5%AEP 2%AEP 1%AEP
Depth (5 minutes) 10.420 11.777 15.961 18.739 21.409 24.894 27.518
Depth (10 minutes) 17.024 19.185 25.721 29.960 33.962 39.019 42.732
Depth (20 minutes) 25.240 28.429 38.097 44.385 50.332 57.884 63.444
Depth (25 minutes) 28.138 31.712 42.596 49.717 56.483 65.141 71.556
Depth (30 minutes) 30.588 34.500 46.469 54.347 61.869 71.565 78.795
Depth (45 minutes) 36.333 41.084 55.808 65.653 75.171 87.663 97.125
Depth (60 minutes) 40.715 46.155 63.173 74.687 85.921 100.847 112.278
Depth (90 minutes) 47.496 54.077 74.921 89.247 103.397 122.454 137.254
[OCR of page images]
IFD Design Rainfall Coefficients
Site address:
Property description:
65 & 67 Elanda Street, Sunshine Beach
Lots 410 & 411 on RP48112
Noosa Shire Council
Requested coordinate: Latitude 27.4 (S) Longitude 153.04 (E)
ARR - 2016
Coefficient 63% AEP SO%AEP 20% AEP 10%AEP S%AEP 2%AEP 1%AEP
co 1.0538857 1.1745701 1.4723595 1.6284206 1.7573175 1.9015659 1.9967048
c1 0.63679951 0.65174001 0.72049963 0.77647883| 0.83465379 0.92833638 1.0022286
c2 0.27434415 0.25990281 0.1848782 0.12120537] 0.05416505 -0.056074474] -0.14335568
c3 -0.14603339 -0.14170438 -0.11363167| -0.088308193] -0.061162315 -0.015204149| 0.021360066
c4 0.02794374 0.027491285| 0.022896551} 0.018394478] 0.013459722 0.004797935] -0.002129898
cs -0.002379872} -0.002367362] -0.002014163} -0.00163696] -0.001214746 -0.000447988] 0.000167651
cé 7.54E-05 7.56E-05 6.51E-05 5.29E-05 3.90E-05 1.31E-05 -7.74E-06
Depthp = e*(CO + C1 In(T) + C2 In(T)2 + C3 In(T)3 + C4 In(T)4 + C5 In(T)5 + C6 In(T)6)
T unit:|minutes 1 Unit:|mm/hour
Rainfall Intensity:
63% AEP SO%AEP 20% AEP 10%AEP S%AEP 2%AEP 1%AEP
Intensity (5 minutes) 125.038 141.329 191.529 224.863 256.914 298.724 330.213
Intensity (10 minutes) 102.144 115.110 154.326 179.763 203.770 234.115 256.394
Intensity (20 minutes) 75.719 85.287 114.292 133.156 150.997 173.651 190.332
Intensity (25 minutes) 67.530 76.108 102.231 119.321 135.560 156.338 171.735
Intensity (30 minutes) 61.177 69.000 92.938 108.694 123.737 143.130 157.589
Intensity (45 minutes) 48.444 54.779 74.411 87.537 100.227 116.884 129.500
Intensity (60 minutes) 40.715 46.155 63.173 74.687 85.921 100.847 112.278
Intensity (90 minutes) 31.664 36.052 49.948 59.498 68.931 81.636 91.503
Intensity (120 minutes) 26.445 30.215 42.249 50.599 58.909 70.177 78.996
Intensity (180 minutes) 20.533 23.586 33.414 40.308 47.229 56.661 64.101
Rainfall depth:
63% AEP SO%AEP 20% AEP 10%AEP S%AEP 2%AEP 1%AEP
Depth (5 minutes) 10.420 11.777 15.961 18.739 21.409 24.894 27.518
Depth (10 minutes) 17.024 19.185 25.721 29.960 33.962 39.019 42.732
Depth (20 minutes) 25.240 28.429 38.097 44.385 50.332 57.884 63.444
Depth (25 minutes) 28.138 31.712 42.596 49.717 56.483 65.141 71.556
Depth (30 minutes) 30.588 34.500 46.469 54.347 61.869 71.565 78.795
Depth (45 minutes) 36.333 41.084 55.808 65.653 75.171 87.663 97.125
Depth (60 minutes) 40.715 46.155 63.173 74.687 85.921 100.847 112.278
Depth (90 minutes) 47.496 54.077 74.921 89.247 103.397 122.454 137.254
Section 28
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Appendix C Runoff Hydrographs from Storm Events with Multiple Durations File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 25
Section 29
Node - Post-dev
ARRZ3 10y5m[Max 0.047] ARRZ3 10y10m[Max 0.043] ARRZ3 10y20m[Max 0.052] ARRZ3 10y25m[Max 0.061]
ARRZ3 10y30m[Max 0.057] ARRZ3 10y45m[Max 0.046] ARRZ3 10y60m[Max 0.055] ARRZ3 10y90m[Max 0.046]
0.060
0.055
0.050
0.045
0.040
0.035
Flow
0.030
0.025
0.020
0.015
0.010
0.005
0.000
1 Tue 1AM 2AM 3AM
Dec 2020 Time
Node - Pre-dev
ARRZ3 10y5m[Max 0.018] ARRZ3 10y10m[Max 0.029] ARRZ3 10y20m[Max 0.041] ARRZ3 10y25m[Max 0.046]
ARRZ3 10y30m[Max 0.043] ARRZ3 10y45m[Max 0.038] ARRZ3 10y60m[Max 0.045] ARRZ3 10y90m[Max 0.037]
0.045
0.040
0.035
0.030
0.025
Flow
0.020
0.015
0.010
0.005
0.000
1 Tue 1AM 2AM 3AM
Dec 2020 Time
[OCR of page images]
Flow
Flow
Pe
ARRZ3 10y5m[Max 0.047]
P|
ARRZ3 10y30m[Max 0.057]
0.060
0.055
0.050
0.045
0.040
0.035
0.030
0.025
0.020
0.015
0.010
0.005
Dec 2020
Pe
ARRZ3 10y5m[Max 0.018]
P|
ARRZ3 10y30m[Max 0.043]
0.045
0.040
0.035
0.030
0.025
0.020
0.015
0.010
0.005
a =
1 Tue
Dec 2020
0.000
Node - Post-dev
Pt
ARRZ3 10y10m[Max 0.043]
ARRZ3 10y45m[Max 0.046]
1AM
Time
ARRZ3 10y20m[Max 0.052]
J
ARRZ3 10y60m[Max 0.055]
ARRZ3 10y25m[Max 0.061]
ARRZ3 10y90m[Max 0.046]
2AM
Node - Pre-dev
Pt
ARRZ3 10y10m[Max 0.029]
ARRZ3 10y45m[Max 0.038]
1AM
Time
ARRZ3 10y20m[Max 0.041]
,
ARRZ3 10y60m[Max 0.045]
3AM
ARRZ3 10y25m[Max 0.046]
ARRZ3 10y90m[Max 0.037]
2AM
3AM
Section 30
Node - Post-dev
ARRZ3 100y5m[Max 0.073] ARRZ3 100y10m[Max 0.063] ARRZ3 100y20m[Max 0.074] ARRZ3 100y25m[Max 0.082]
ARRZ3 100y30m[Max 0.077] ARRZ3 100y45m[Max 0.069] ARRZ3 100y60m[Max 0.078] ARRZ3 100y90m[Max 0.063]
0.08
0.07
0.06
0.05
Flow
0.04
0.03
0.02
0.01
0.00
1 Tue 1AM 2AM 3AM
Dec 2020 Time
Node - Pre-dev
ARRZ3 100y5m[Max 0.035] ARRZ3 100y10m[Max 0.047] ARRZ3 100y20m[Max 0.064] ARRZ3 100y25m[Max 0.069]
ARRZ3 100y30m[Max 0.066] ARRZ3 100y45m[Max 0.060] ARRZ3 100y60m[Max 0.068] ARRZ3 100y90m[Max 0.053]
0.07
0.06
0.05
0.04
Flow
0.03
0.02
0.01
0.00
1 Tue 1AM 2AM 3AM
Dec 2020 Time
[OCR of page images]
Flow
Flow
Node - Post-dev
Pe pe
ARRZ3 100y5m[Max 0.073] ARRZ3 100y10m[Max 0.063] ARRZ3 100y20m[Max 0.074] ARRZ3 100y25m[Max 0.082]
P| ,
ARRZ3 100y30m[Max 0.077] ARRZ3 100y45m[Max 0.069] ARRZ3 100y60m[Max 0.078] ARRZ3 100y90m[Max 0.063]
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
1AM 2AM 3AM
Dec 2020 Time
Node - Pre-dev
Pe pe
ARRZ3 100y5m[Max 0.035] ARRZ3 100y10m[Max 0.047] ARRZ3 100y20m[Max 0.064] ARRZ3 100y25m[Max 0.069]
P| ,
ARRZ3 100y30m[Max 0.066] ARRZ3 100y45m[Max 0.060] ARRZ3 100y60m[Max 0.068] ARRZ3 100y90m[Max 0.053]
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00 — ssn a
1 Tue 1AM 2AM 3AM
Dec 2020 Time
Section 31
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Appendix D Rational Method Calculation File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 26
Section 32
PRE & POST DEVELOPMENT STORMWATER DISCHARGE CALCULATION
Spreadsheet based on QUDM 5.02, "The Rational Method"
Project Number WCD-22936
Project Address 65-67 Elanda Street, Sunshine Beach
Description SWMP
Designer JP
Date 11-Jan-21
EXISTING USE PROPOSED USE
Co-efficent of Run-Off Calculation Co-efficent of Run-Off Calculation
Catchment Name Area (m2) Co-efficent Catchment Name Area (m2) Co-efficent
Impervious 121 0.900 Impervious 695 0.900
Pervious 899 0.700 Pervious 325 0.700
Total Area 1020 Total Area 1020
Adopted C10 : 0.724 ; Co-efficent of Run-Off Adopted C10 : 0.836 ; Co-efficent of Run-Off
Tc (min.) : 8 ; QUDM Table 5.05.1 Tc (min.) : 6 ; QUDM Table 5.05.1
Area (ha) : 0.102 (10,000m2 = 1 ha) ; QUDM Table 5.05.5 Area (Ha) : 0.102 (10,000m2 = 1 ha) ; QUDM Table 5.05.5
Flood Event Existing Post Development RAINFALL INTENSITY Peak Outflow Capacity Peak Inflow Rate Difference
ARI Cy = Fy x C10 Cy = Fy x C10 Existing Post Development Qo (Existing) Qi (Post Development) Qi-Q0 (Post - Pre)
1 0.579 0.669 111.2 mm / hr 120.4 mm / hr 0.018 0.023 0.005
2 0.615 0.711 125.4 mm / hr 135.8 mm / hr 0.022 0.027 0.005
5 0.688 0.794 169.2 mm / hr 184.4 mm / hr 0.033 0.042 0.009
10 0.724 0.836 198 mm / hr 216 mm / hr 0.041 0.051 0.011
20 0.760 0.878 225.2 mm / hr 246.4 mm / hr 0.048 0.061 0.013
50 0.832 0.962 260 mm / hr 286 mm / hr 0.061 0.078 0.017
100 0.868 1.000 285.6 mm / hr 315.2 mm / hr 0.070 0.089 0.019
Rational Method Rational Method
Where Coefficients of Runoff calculated from the above equation exceed
Q = CIA / 360 Q = CIA / 360
1.00, they should be arbitarily set to 1.00. QUDM Table 4.05.2
Section 33
PRE & POST DEVELOPMENT STORMWATER DISCHARGE CALCULATION
Spreadsheet based on QUDM 5.02, "The Rational Method"
Project Number WCD-22936
Project Address 65-67 Elanda Street, Sunshine Beach
Description SWMP
Designer JP
Date 11-Jan-21
EXISTING USE PROPOSED USE
Co-efficent of Run-Off Calculation Co-efficent of Run-Off Calculation
Catchment Name Area (m2) Co-efficent Catchment Name Area (m2) Co-efficent
Impervious 121 0.900 Impervious 695 0.900
Pervious 899 0.700 Pervious 325 0.700
Total Area 1020 Total Area 1020
Adopted C10 : 0.724 ; Co-efficent of Run-Off Adopted C10 : 0.836 ; Co-efficent of Run-Off
Tc (min.) : 8 ; QUDM Table 5.05.1 Tc (min.) : 6 ; QUDM Table 5.05.1
Area (ha) : 0.102 (10,000m2 = 1 ha) ; QUDM Table 5.05.5 Area (Ha) : 0.102 (10,000m2 = 1 ha) ; QUDM Table 5.05.5
Flood Event Existing Post Development RAINFALL INTENSITY Peak Outflow Capacity Peak Inflow Rate Difference
ARI Cy = Fy x C10 Cy = Fy x C10 Existing Post Development Qo (Existing) Qi (Post Development) Qi-Q0 (Post - Pre)
1 0.579 0.669 133.44 mm / hr 144.48 mm / hr 0.022 0.027 0.005
2 0.615 0.711 150.48 mm / hr 162.96 mm / hr 0.026 0.033 0.007
5 0.688 0.794 203.04 mm / hr 221.28 mm / hr 0.040 0.050 0.010
10 0.724 0.836 237.6 mm / hr 259.2 mm / hr 0.049 0.061 0.013
20 0.760 0.878 270.24 mm / hr 295.68 mm / hr 0.058 0.074 0.015
50 0.832 0.962 312 mm / hr 343.2 mm / hr 0.074 0.094 0.020
100 0.868 1.000 342.72 mm / hr 378.24 mm / hr 0.084 0.107 0.023
Rational Method Rational Method
Where Coefficients of Runoff calculated from the above equation exceed
Q = CIA / 360 Q = CIA / 360
1.00, they should be arbitarily set to 1.00. QUDM Table 4.05.2
Section 34
65-67 Elanda Street, Sunshine Beach Site Based Stormwater Management Plan _____________________________________________________________________________________________ Appendix E Concept Stormwater Drainage Layout Plan File Name: WCD-22936 – 65-67 Elanda_SWMP.docx Revision: C 27
Section 35
PROPERTY BOUNDARY
E For Approval JP 7/08/22
D For Approval JP 3/08/22
PROPOSED FOOTPATH
EDGE OF EXISTING ASPHALT C For Approval JP 14/01/22
B For Approval JP 13/01/22
GENERAL NOTES A Original Issue (For App.) JP 10/01/22
1:40 1:8 1. ALL WORK TO CONFORM TO AS 3500 Part 1, 2 Rev Description Drawn Date
1:33 1:8 1:6
& 3. Associated Consultant
1:4 DWELLING 2. ALL WORK TO CONFORM WITH ALL RELEVANT
AUSTRALIAN STANDARDS.
PROPOSED KERB AND CHANNEL 3. CONTRACTOR TO VERIFY ALL LEVELS
BEFORE COMMENCING WORK TO ENSURE
CONNECTION TO SERVICE WITH ADEQUATE
0.5 0 0.5 1 1.5 2 2.5m COVER AND FALL.
ROAD SECTION
Scale 1:50 SCALE 1 : 50 4. THE EXISTING UNDERGROUND SERVICES
(BEFORE REDUCTION) SHOWN HAVE BEEN OBTAINED FROM OLD
ROAD CROWN
E
E
TOP The text continues on section 36.