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102255ltr SMP Iss B
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1
15 May 2023
Ref: AG/AG/213029-LA
102255ltr
Noosa Council
PO Box 141
Tewantin QLD 4565
Attention: Nadine Gorton (Planning & Development)
Dear Nadine
Re: Stormwater Management Plan – Revision B
At: 39-41 Picture Point Cres Noosa Heads QLD 4567
For: Mrs Heidi Meyer
Council Ref: RAL22/0021
STORMWATER MANAGEMENT PLAN
Introduction
With reference to the abovementioned project, Covey Associates has been engaged to
undertake a Stormwater Management Plan for the proposed residential subdivision (1 lot into
2 lots) in response to an information request and further advice request from Noosa Council
dated 17 October 2022 and 21 April 2023, respectively. In particular this Stormwater
Management Plan (SMP) addresses items 7 and 8 of the information request and all items in
the further advise request regarding on-site disposal of stormwater and the potential impact on
slope stability.
Previous Land-use, Topography and Drainage (Pre-development case)
The site is located at 39-41 Picture Point Cres, Noosa Heads. The real property description is
Lot 2 on RP 220514 and has an area of 1447m2. The site currently exists as a residential
property consisting of a house, driveway, pool and garden areas. In its existing state the site
is approximately 39% impervious (Figure 1).
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Full text of sections 2 to 12 (of 27)
Section 2
2
Figure 1 – Existing Site Aerial (sourced from Nearmap)
The existing site drains from south to north as overland sheet flow which is directed towards
the Noosa Drive road reserve. This road reserve consists of a two way road with densely
planted vegetation within the verge on either side of the road. The site ultimately drains to
Noosa River which is located to the north of the site. In the pre-development case no
stormwater from the site discharges to Picture Point Crescent.
Proposed Land Use (Post-development case)
The development proposes a residential subdivision of 1 lot into 2 lots. It is proposed that in
the future a single dwelling will be built on each of the lots. Refer to Appendix A for the proposed
lot reconfiguration layout and indicative building layouts based on the allowable building
footprint.
Stormwater Quantity
The proposed ground areas (including the future driveways) will discharge to the infiltration
trench provided for each lot respectively. The proposed roof drainage pipes will be free draining
and also connect to the infiltration trench. The infiltration trench will allow the stormwater runoff
to discharge into the natural sand as on-site disposal and reduce the overland stormwater
discharge to downstream properties. In addition, the infiltration trench will also act as a
“detention basin” which will attenuate peak stormwater flows. Detention within the trench is
made possible by providing a low-level outlet pipe which will discharge to a headwall with scour
protection and a level spreader (concrete edging). Therefore, the outlet pipe flow will discharge
as sheet flow. In extreme rainfall events, when the infiltration trench reaches its maximum
capacity, any excess stormwater will discharge as sheet flow over the northern boundary due
to the proposed level spreader (concrete edging) which forms part of the infiltration trench.
Note that there is an undeveloped portion of the site that will bypass the infiltration trench
Section 3
3
however as this portion of the site is existing vegetation/ grassed area any stormwater runoff
from this area will be sheet flow. The detention tank calculations will have to give consideration
to this bypass flow and adjust the outlet arrangement accordingly.
The proposed design is consistent with the recommendations in Tectonics Geotechnical
Investigation Report No. 22511-001-Rev0 provided in Appendix C. In the report they also
determined that the proposed design would not have any impact on slope stability provided
their recommendations in the report were implemented. Further, Tectonic has determined that
the sandy soil encountered on-site was consistent with clean fine to medium grained sand
which have a design coefficient of permeability of 1 x 10-4 m/s. Details of the proposed
infiltration trench are shown in Appendix A.
The flow rate of the infiltration trench for each lot was calculated using the parameters and
equation below:
Infiltration trench parameters:
Trench dimensions: 0.9m long x 0.82m wide x 0.9 m deep
Vertical permeability: 0.0001 m/s
Ratio of vertical to horizontal permeability: 0.5
The infiltration flow rate of the trench was calculated using the equation below
𝑄 = 𝑞𝐴
Where:
Q = Infiltration trench flow rates (m3/s)
q = permeability (m/s)
A = Area of infiltration, base and sides (m2)
In this instance, the infiltration trench flow rate was calculated to be approximately 2 L/s. Refer
to Appendix B for the full calculations.
The peak stormwater discharge for each individual lot (both with identical areas) was
calculated for both the pre-development and post-development cases using the rational
method. The following parameters were used in the calculations:
Single lot discharge to Noosa Drive pre-development site parameters:
Area: 723m2
Fraction impervious: 39%
Average slope: 33%
Single lot discharge to Noosa Drive post-development site parameters:
Area: 723m2
Fraction impervious: adopted 50% (calculated 47%)
Average Slope: 33%
Single lot infiltration trench bypass to Noosa Drive post-development site parameters:
Area: 144m2
Fraction impervious: 0%
Average Slope: 33%
Section 4
4
Using the above parameters, the stormwater discharge in the pre-development and post-
development scenarios to Noosa Drive were calculated as shown in Appendix B and
summarised in Table 1 and Table 2. The results demonstrate that the peak flow discharge from
the site is increased in the post-development case. Therefore, detention of the peak
stormwater discharges is required.
Table 1 – Site peak flow discharging to Noosa Drive (current climate)
Peak Flow (l/s)
AEP
Pre-development Post-Development Difference
10% 37 38 +1
1% 60 62 +2
Table 2 – Site peak flow discharging to Noosa Drive (2021 climate)
Peak Flow (l/s)
AEP
Pre-development Post-Development Difference
10% 44 46 +2
1% 72 74 +2
Table 3 – Infiltration trench bypass peak flow discharging to Noosa Drive (current climate)
Peak Flow (l/s)
AEP
Trench Bypass only
10% 7
1% 12
The detention tank and outlets were designed in accordance with the following guideline:
• “On-site Underground Detention Storage Orifice Plate Sizing for Deemed-to-comply
Detention: Fact Sheet” by Sunshine Coast Council (2018)
The detention tank storage volume was calculated as shown below:
𝐷𝑒𝑡𝑒𝑛𝑡𝑖𝑜𝑛 𝑣𝑜𝑙𝑢𝑚𝑒 = 90 𝑚3 ⁄𝐻𝑎 × 0.0723 𝐻𝑎 = 6.5 𝑚3
Therefore, the required detention tank volume is 6.5 m3. A detention tank, in the form of an
infiltration trench, with 6.5 m3 has been proposed for each lot.
Section 5
5
To achieve a non-worsening effect the proposed development must not discharge peak flows
larger than what was identified in the pre-development case.
Using an orifice equation, the infiltration trench (detention tank) outlet orifices can be sized.
The 10% AEP flow rate as shown in Table 1 is 37 L/s. However, consideration must also be
given to the infiltration flow rate of 2 L/s and the bypass flow of 7 L/s. Therefore, the effective
design flow rate for design purposes is 28 L/s (Q0 as described in the guideline).
An example of sizing the orifice for the bottom-third of the orifice plate is shown below. Using
an 86mm dia. orifice with a 2/3 tank height of 0.6m.
𝑄 = 𝐶𝐴√2𝑔ℎ
𝑄 = 0.6 × 0.006√2 × 9.81 × 0.56 = 12 𝑙/𝑠
Where:
C = 0.6
A = pipe cross-sectional area (m2)
g = gravity (m/s2)
h = height of water above centre of orifice (m)
Therefore, an 86mm dia orifice will have a discharge of 12 l/s. In accordance with the guidelines
the maximum outflow allowable for the bottom-third of the orifice plate must be 5/12 of Q0 which
equates to 12 L/s. Therefore, the orifice size is acceptable.
The full calculations for the sizing of the remaining orifices are shown in Appendix B. The
calculations have demonstrated that the following orifice arrangement is required to match pre-
development peak discharges:
• Bottom-third: 1 x 86mm dia.
• Middle-third: 1 x 98mm dia.
• Top-third: 1 x 41mm dia.
Further the downstream outlet pipe will be a 225mm dia pipe at 1% grade with a flow capacity
of 45 L/s. The pipe is required to cater for the pre-development 10% AEP 2100 flow of 44 L/s.
Therefore, the outlet pipe size is adequate. In the event that the outlet system is blocked the
overland flow path has adequate capacity downstream to ensure the surrounding floor levels
will not be inundated.
The headwall for the outlet pipe has been provided with rip rap for scour protection. Based on
a 225mm outlet pipe with an outlet velocity of 1 m/s the required rip rap is determined to be
100mm rock over a length of 675mm minimum. Refer to Figure B1 for the determination of the
scour protection. As mentioned previously a level spread is also being provided to ensure the
stormwater discharges as sheet flow.
Further, the catchment upstream of the detention tank has been designed to convey the 1%
AEP flows to the detention tank. With the inclusion of the proposed stormwater management
strategy the development is considered to have a non-worsening effect to the surrounding
properties.
Section 6
6 Conclusion This Stormwater Management Plan (SMP) has shown compliance with the stormwater drainage requirements outlined in the Noosa Plan (2020). This site based SMP has demonstrated that efficient management of stormwater runoff for the proposed development is possible by adopting the stormwater strategies set out in this report. Trusting the above is to your satisfaction. Should further information be required please contact this office. Yours faithfully COVEY ASSOCIATES PTY LTD ALLISTER GAFFNEY Civil Engineer BEng(Civil), MEng, RPEQ 24345 References Noosa Council (2020), Noosa Plan 2020. Sunshine Coast Council (2018), On-site Underground Detention Storage Orifice Plate Sizing for Deemed-to-comply Detention: Fact Sheet, Sunshine Coast Council.
Section 7
APPENDIX A SITE LAYOUT AND ENGINEERING PLANS
Section 8
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AXlS
SURVEYS
UNIT 5, 23 OVERLORD PLACE, ACACIA RIDGE, QLD 4110
2200853-01 C Ph (07) 3363 8100, www.axissurveys.com.au
Section 9
AREAS: COUNCIL GFA/PLOT RATIO: GFA= 604m²
31.673 LOWER FLOOR: 196m² SITE AREA = 1447m² LOWER FLOOR: 226m² PLOT RATIO= 604m² /
338°30' GROUND FLOOR: 203m² SITE / 2 = 723.5m² GROUND FLOOR: 203m² 723.5m²
UPPER FLOOR: 132m² UPPER FLOOR: 132m² = 0.83:1
ROOF FLOOR: 73m² SITE COVER = 245m² ROOF FLOOR: 73m²
245m² / 723.5m² = (33.9%)
GFA= 604m²
KEY:
IGHT AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR
UP TO 4.5M HE
1.5M SETBACK
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M AND 7.5 M HE
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2M SETBACK
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BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
LOT 2 ON RP220514,
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WM RL 49.5 RL 39
PP
CLIENT: Heidi Meyer PROJECT: Picture Point
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors SITE ADDRESS: Lot 2 on RP220514, 39 Picture Point Cres, Noosa Heads QLD 4567
A: OFFICE 1/20 DUKE STREET, to verify all dimensions on site prior to commencing works. Site
SUNSHINE BEACH, QLD 4567, location in accordance with engineers details. These drawings are to DRAWING TITLE: LOWER FLOOR PLAN
be read in conjunction with engineers design and details, the
E: [email protected] DATE: 16.11.22 SCALE: 1 : 100 @ A2 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508
accompanying building specification and schedule of finishes. If in
doubt, please request clarification. DO NOT ASSUME. ISSUE: PRELIMINARY CONCEPT
C1.1
Section 10
AREAS: COUNCIL GFA/PLOT RATIO: GFA= 604m²
31.673 LOWER FLOOR: 196m² SITE AREA = 1447m² LOWER FLOOR: 226m² PLOT RATIO= 604m² /
338°30' GROUND FLOOR: 203m² SITE / 2 = 723.5m² GROUND FLOOR: 203m² 723.5m²
UPPER FLOOR: 132m² UPPER FLOOR: 132m² = 0.83:1
ROOF FLOOR: 73m² SITE COVER = 245m² ROOF FLOOR: 73m²
245m² / 723.5m² = (33.9%)
GFA= 604m²
KEY:
IGHT AW - AWNING WINDOW CO - COFFEE MACHINE N - NICHE SLD - SLIDING DOOR
UP TO 4.5M HE
2000
1.5M SETBACK
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M AND 7.5 M HE
BETW EEN 4.5
2M SETBACK
BFD - BI-FOLD DOOR FR - FRIDGE P - PANTRY T - TUB
BFW - BI-FOLD WINDOW FP - FIXED PANEL WINDOW SH - SHOWER V - VANITY BASIN
CT - COOK TOP L - LOUVER WINDOW S - SINK WC - WATER CLOSET
6000
LOT 2 ON RP220514,
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WM RL 49.5 RL 39
PP
CLIENT: Heidi Meyer PROJECT: Picture Point
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors SITE ADDRESS: Lot 2 on RP220514, 39 Picture Point Cres, Noosa Heads QLD 4567
A: OFFICE 1/20 DUKE STREET, to verify all dimensions on site prior to commencing works. Site
SUNSHINE BEACH, QLD 4567, location in accordance with engineers details. These drawings are to DRAWING TITLE: GROUND FLOOR PLAN
be read in conjunction with engineers design and details, the
E: [email protected] DATE: 16.11.22 SCALE: 1 : 100 @ A2 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508
accompanying building specification and schedule of finishes. If in
doubt, please request clarification. DO NOT ASSUME. ISSUE: PRELIMINARY CONCEPT
C1.2
Section 11
ROOF PP ROOF PP
58100 58100
2700
ROOF TERRACE ROOF TERRACE
300
55400 55400
UPPER PP UPPER PP
55100 55100
3300
UPPER LVL UPPER LVL
300
51800 51800
GROUND PP GROUND PP
51500 51500
3300
GROUND LVL GROUND LVL
300
48200 48200
LOWER PP LOWER PP
47900 47900
3000
LOWER UPPER LVL LOWER UPPER LVL
44900 44900
1000
LOWER LVL LOWER LVL
43900 43900
ELEVATION 1
SCALE: 1 : 100
ROOF PP ROOF PP
58100 58100
2700
ROOF TERRACE ROOF TERRACE
300
55400 55400
UPPER PP UPPER PP
55100 55100
3300
UPPER LVL UPPER LVL
300
51800 51800
GROUND PP
GROUND PP
51500
51500
3300
GROUND LVL GROUND LVL
300
48200 48200
LOWER PP LOWER PP
47900 47900
3000
LOWER UPPER LVL LOWER UPPER LVL
44900 44900
1000
LOWER LVL LOWER LVL
43900 43900
4233
ELEVATION 2 MIN
SCALE: 1 : 100
IL 40300
APPROX NEW SEWER
CLIENT: Heidi Meyer PROJECT: Picture Point
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors SITE ADDRESS: Lot 2 on RP220514, 39 Picture Point Cres, Noosa Heads QLD 4567
A: OFFICE 1/20 DUKE STREET, to verify all dimensions on site prior to commencing works. Site
SUNSHINE BEACH, QLD 4567, location in accordance with engineers details. These drawings are to DRAWING TITLE: ELEVATIONS
be read in conjunction with engineers design and details, the
E: [email protected] DATE: 16.11.22 SCALE: 1 : 100 @ A2 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508
accompanying building specification and schedule of finishes. If in
doubt, please request clarification. DO NOT ASSUME. ISSUE: PRELIMINARY CONCEPT
C2.1
Section 12
BUILD HEIGHT LIMIT AT 12m
NATURAL GROUND LEVEL
ROOF PP ROOF PP
58100 58100
2700
ROOF TERRACE ROOF TERRACE
300
55400 55400
UPPER PP UPPER PP
55100 55100
3300
UPPER LVL UPPER LVL
300
51800 51800
GROUND PP GROUND PP
51500 51500
3300
GROUND LVL GROUND LVL
48200 48200
3300
LOWER UPPER LVL LOWER UPPER LVL
44900 44900
1000
LOWER LVL LOWER LVL
43900 43900
SECTION 1
SCALE: 1 : 100 IL 40300
APPROX NEW SEWER
1500
MIN
CLIENT: Heidi Meyer PROJECT: Picture Point
www.chriscloutdesign.com.au GENERAL NOTES:
Use written dimensions only. DO NOT scale drawings. Contractors SITE ADDRESS: Lot 2 on RP220514, 39 Picture Point Cres, Noosa Heads QLD 4567
A: OFFICE 1/20 DUKE STREET, to verify all dimensions on site prior to commencing works. Site
SUNSHINE BEACH, QLD 4567, location in accordance with engineers details. These drawings are to DRAWING TITLE: SECTION
be read in conjunction with engineers design and details, the
E: [email protected] DATE: 16.11.22 SCALE: 1 : 100 @ A2 DRAWN BY: C.CLOUT
P: (07) 54748 107 BSA LICENCE: 1127508
accompanying building specification and schedule of finishes. If in
doubt, please request clarification. DO NOT ASSUME. ISSUE: PRELIMINARY CONCEPT
C3.0
The text continues on section 13.