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Site Based Stormwater Management Plan
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699A Sandgate Road, Clayfield Qld 4011
Ph: 07 3862 1886 Fx: 07 3862 1397
E: [email protected]
Site Based Stormwater
Management Plan
Project Reference: Q20004
Prepared for: Deluca Development & Construction
Prepared by:: J. N. McKenzie {B.E. (Civil). M.I.E. Aust.}
RPEQ 2097 NPER 3
Dated:: October 19, 2020
Site Address: 32 Viewland Drive, Noosa Heads
Project Reference: Q20004
Prepared for: Deluca Development & Construction
Prepared by: J. N. McKenzie {B.E. (Civil). M.I.E. Aust.}
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CONTENTS
SUMMARY .....................................................................................................................................................................1
1. INTRODUCTION ..........................................................................................................................................................3
2. SITE CHARACTARISTICS ..............................................................................................................................................4
2.1 Topography ......................................................................................................................................................4
2.3 Soils ..................................................................................................................................................................4
2.4 Vegetation .......................................................................................................................................................4
2.5 Environmental Values ......................................................................................................................................4
3. SEDIMENT & EROSION CONTROL ..............................................................................................................................5
3.1 Erosion Potential..............................................................................................................................................5
4. SITE DRAINAGE INVESTIGATION ................................................................................................................................5
4.1 Design Rainfall Intensities ................................................................................................................................5
4.2 Performance Requirements .............................................................................................................................5
4.3 Concept Stormwater Management Layout .....................................................................................................6
5. WATER QUANTITY .....................................................................................................................................................7
5.1 Piped Drainage System – Pre-Development ....................................................................................................8
5.2 Piped Drainage System – Post Development...................................................................................................9
6. WATER QUALITY ......................................................................................................................................................10
6.1 Stormwater Quality Objectives ......................................................................................................................10
6.2 Stormwater Quality Modelling ......................................................................................................................11
6.3 Treatment Systems Required ........................................................................................................................11
6.4 Results............................................................................................................................................................12
10. CONCLUSIONS & RECOMMENDATIONS .................................................................................................................13
12. REFERENCES ...........................................................................................................................................................13
10.APPENDICES ............................................................................................................................................................... i
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SUMMARY The following Site Based Stormwater Management Plan addresses the stormwater drainage issues associated with the development of Lot 1 on RP 226728 known as 32 Viewland Drive, Noosa Heads The proposed development is summarized as an SDA Accommodation Development for Youngcare. The site falls approximately 7.5% to the south west corner. From an environmental perspective, there are no clear environmental values associated with the site as there are no waterways and vegetation is non-remnant. The site measures 3105m2. The existing stormwater drainage will be improved on by the stormwater management proposed herein. Erosion control measures will comply with best management practices. There will be an increase in impervious surface area due to the development but the increase in peak flow and runoff volume are mitigated by a stormwater management strategy that reduces the impact compared with existing drainage conditions. Achieving the water quality objectives is an important aspect of the proposal. The design is based on design standards as described in “State Planning Policy 4/10 Healthy Waters” and “Queensland Urban Drainage Manual” which in turn references “Water Sensitive Urban Design for South East Queensland”. NMA-SBSWMR-20004 Noosa Youngcare 1
Page 4
The specific stormwater quality management objectives are met when comparing the mitigated
and unmitigated post-development site.
Developed Developed Load Reduction Required Load
Pollutant Type
Unmitigated Mitigated (%) Reduction (%)
TSS (kg/year) 820 82.5 89.9 80
TP (kg/year) 1.73 0.687 60.4 60
TN(kg/year) 12.4 4.62 62.8 45
Gross Pollutants
98.8 0 100 90
(kg/year)
All relevant stormwater requirements have been addressed and support the development
application of the site.
NMA-SBSWMR-20004 Noosa Youngcare 2
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1. INTRODUCTION 1.1 BACKGROUND This report has been prepared as an important component of the Development and Operational Works Applications. The primary focus is describing the impact of the proposed development on the local and regional stormwater drainage system, particularly from a quality and quantity perspective. 1.2 EXISTING SITE The existing site covers Lot 59 on SP 280852 and will be developed. A Locality Plan indicating the proposed development site is shown below. (Figure 1) NMA-SBSWMR-20004 Noosa Youngcare 3
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2. SITE CHARACTARISTICS 2.1 TOPOGRAPHY A detailed survey of the site has been completed (by Project Urban Pty Ltd) and shows slope with a maximum site level of 78 AHD. 2.3 SOILS No specific soil testing has been completed on site at this time. Soil investigations on file for the area indicate fine to medium grained sand 2.4 VEGETATION The site falls to the south west with the highest point of the site being midway along the eastern boundary at an RL of 78m approximately. The lowest elevation in the south west corner is RL 72m. Average slope gradient is 7.5%. The site is vegetated with non-remnant trees and grasses. 2.5 ENVIRONMENTAL VALUES There are no waterways or significant vegetation within the site. Environmental values of the site appear to be negligible. NMA-SBSWMR-20004 Noosa Youngcare 4
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3. SEDIMENT & EROSION CONTROL 3.1 EROSION POTENTIAL Based on the completed Noosa Council Erosion Hazard Assessment Form, the proposal is classified as a “low risk” development for erosion potential see Appendix A for a copy of the completed form. Erosion and sediment control (ESC) measures will be required to be established and maintained in accordance with IECA’s standards of best practice. Preparation of a detailed ESC plan will be completed as part of the operational works submission. 4. SITE DRAINAGE INVESTIGATION 4.1 DESIGN RAINFALL INTENSITIES Rainfall intensities were obtained from the Bureau of Meterology’s Rainfall Intensity Duration Data (RIFD) for Noosa Heads, Queensland. 4.2 PERFORMANCE REQUIREMENTS The performance requirements for the stormwater system include: • Development to be generally in accordance with QUDM (2016); • Major Design Storm is 100 year ARI event (1%AEP); • Minor Design Storm is 10 year ARI event; and (10%AEP) These requirements will be complied with throughout the detailed design stage. NMA-SBSWMR-20004 Noosa Youngcare 5
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4.3 CONCEPT STORMWATER MANAGEMENT LAYOUT Runoff from the buildings is collected via a piped drainage system. This piped system will be connected into the new stormwater infrastructure. A detention tank will be installed to reduce peak runoff to below pre-construction runoff. The lawful point of discharge for the site has been undertaken as follows: Areas of the landscaping which are well below the ability of the stormwater infrastructure to collect will be allowed to flow as overland flow to the rear south-western corner of the property into a soakage pit. We have estimated that the area of landscaped site discharging to this location will be 450m2. An existing grated inlet exists at the lower corner of 28 Viewland Drive to pick up this flow. Most of the pre-development flow would have discharged to this point. We are, therefore, substantially reducing discharge to this location. The areas of the site which can be picked up by the development’s stormwater infrastructure will be discharged by a new piped stormwater network running down viewland drive and connected into the existing stormwater gully at the corner of Viewland Drive and The Quarterdeck. The area discharging to this gully will be 2655m2. Runoff will be limited to below pre-development flows by the installation of a detention tank with orifice plate. Neil McKenzie & Associates Drawings No. 20-004-C01 and C02 can be found in Appendix B NMA-SBSWMR-20004 Noosa Youngcare 6
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5. WATER QUANTITY
Stormwater from this site has been calculated using the Rational Method as described in the
Queensland Urban Drainage Manual (QUDM) except as amended. The Rational Method is the
most commonly used method for drainage design in Queensland and uses the Rational
Formula:
Qy = Cy . tIy . A /360
where
Qy = peak flow rate (m3/s) for average recurrence interval (ARI) of ‘y’ years
Cy = coefficient of discharge (dimensionless) for ARI of ‘y’ years
A = area of catchment (ha)
tI = average rainfall intensity (mm/h) for a design duration of ‘t’ hours
y
and an ARI of ‘y’ years.
The ARI is defined as the average or expected values of the period between exceedances of a
given discharge. The ARI for the design storm for both the major and minor system depends on
the current and potential land use, convenience and safety for pedestrians and vehicular traffic.
When designing the stormwater drainage system the following points have been considered:
• Stormwater treatment shall be designed for a 3 month storm event
• Stormwater reticulation is to cater for Q10 (.11% EY) and Q100 (1%EY) events
NMA-SBSWMR-20004 Noosa Youngcare 7
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5.1 PIPED DRAINAGE SYSTEM – PRE-DEVELOPMENT
Total Catchment is 3105m2
Coefficient of Runoff
The coefficient of runoff for the existing site has been determined using light cover bush with a
high soil permeability (sand) for zero fraction impervious, giving a C10 value of 0.53.
Time of Concentration
Slope of catchment: Length 55m, fall 4m.
Therefore Slope = 4/55 x 100 = 7.3%
For average grassed surface n = 0.045
Using Friend’s Equation:
t = 107nL0.333/S0. 2
= 107 x 0.045 x 55.333/7.30.2 = 12.3 minutes
However, adopt a time of 10 minutes.
EY % ARI 10 min Rainfall Intensity
1 1 102
0.5 5 155
.11 10 181
.05 20 205
2 50 236
1 100 259
Table 1 – 10min Rainfall Intensity
Using these values the pre-development flows are as follows
EY % ARI Pre Development Flows m3/s
1 1 0.037
0.5 5 0.067
.11 10 0.083
.05 20 0.098
2 50 0.124
1 100 0.142
Table 2 - Site Pre-Development
NMA-SBSWMR-20004 Noosa Youngcare 8
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5.2 PIPED DRAINAGE SYSTEM – POST DEVELOPMENT
Post development areas adopted are as follows:
Total Catchment as before of 3105m2
It is proposed to use retention basins totaling 30m2 with an orifice overflow outlet for the
development. The design of the piped infrastructure and detention system was undertaken
using Drains program has been used with Extended Rational Method.
Drains Output:
EY ARI Post Development Flows m3/s
1 1 0.035
0.5 5 0.044
.11 10 0.054
.05 20 0.058
2 50 0.064
1 100 0.068
Table 3 - Site Post-Development
Comparing the results pre and post development:
EY ARI Pre Development Flows m3/s Post Development Flows m3/s
1 1 0.037 0.035
0.5 5 0.067 0.044
.11 10 0.083 0.054
.05 20 0.098 0.058
2 50 0.124 0.064
1 100 0.142 0.068
Table 4 - Pre & Post Development Comparison
Flows discharging from the site will be adequately mitigated.
NMA-SBSWMR-20004 Noosa Youngcare 9
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6. WATER QUALITY
6.1 STORMWATER QUALITY OBJECTIVES
Noosa Council recommends using design standards as described in “State Planning Policy 4/10
Healthy Waters” and “Queensland Urban Drainage Manual” which in turn references “Water
Sensitive Urban Design for South East Queensland”.
The specific stormwater quality management objectives that will apply to the operational phase
of the proposed development have been taken, as advised in the above documents, from SEQ
Regional Plan 2009-2031 Water Sensitive Urban Design: Design Objectives for Urban
Stormwater Management (DERM). These load reduction targets will be used when comparing
the mitigated and unmitigated post-development site.
WSUD for SEQ - Water Quality Objectives
Indicator Required Reduction in Average
Annual Pollutant Load
Suspended Solids (TSS) 80 %
Total Phosphorus (TP) 60 %
Total Nitrogen (TN) 45 %
Gross Pollutants 90 %
These load reduction values are based on the developed unmitigated scenario compared to the
developed scenario with stormwater quality improvement devices.
NMA-SBSWMR-20004 Noosa Youngcare 10
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6.2 STORMWATER QUALITY MODELLING
The modelling for the subject catchment with and without the proposed treatment system has
been carried out using Model for Urban Stormwater Conceptualisation (MUSIC) software.
The catchment was modelled in music in accordance with the following guidelines &
parameters:
• Music Verions 6.3
• “MUSIC Modeling & Guidelines Version 1.0 – 2010”, Water by Design (2010)
• Rainfall Station 40063 Dayboro Post Office, 6 minute time step from 1980 to 1989
• Water by Design MUSIC Modeling Guidelines.
• No drainage routing between nodes.
6.3 TREATMENT SYSTEMS REQUIRED
A schematic plan of the stormwater treatment train form MUSIC is show below.
SPEL drawing number SP20-SF14610-P found in Appendix C gives full details
Figure 2 - SW Treatment Train
NMA-SBSWMR-20004 Noosa Youngcare 11
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6.4 RESULTS
The outcome from the MUSIC modelling for the developed mitigated and developed
unmitigated scenarios are shown in figure 3 and table 5.
Figure 3 - MUSIC Screenshot
Developed Developed Load Reduction Required Load
Pollutant Type
Unmitigated Mitigated (%) Reduction (%)
TSS (kg/year) 353 50.9 85.6 80
TP (kg/year) 0.88 0.341 61.3 60
TN(kg/year) 6.97 3.82 45.1 45
Gross Pollutants
61 0 100 90
(kg/year)
Table 5 - Pollutant Load Reduction Results
The load reduction achieved meets the minimum load reductions from the Guidelines. Given
the proposed development will meet the water quality and quantity objectives it is considered
that the development complies with Noosa Council’s stormwater requirements.
NMA-SBSWMR-20004 Noosa Youngcare 12
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10. CONCLUSIONS & RECOMMENDATIONS Aspects relating to stormwater management across the proposed development have been described. Erosion potential is only considered a relevant issue during the construction phase. The grade across the site is minimal, minimizing the potential for onsite erosion. Best management practices will be applied to erosion control on the site. Stormwater quality modelling was completed and the outcome from MUSIC indicated the water quality objectives would be achieved. Stormwater Quality Improvement Devices are on private land and will remain a private asset. All relevant stormwater requirements have been addressed and support the development application of the site. 12. REFERENCES Noosa Council City Plan 2020 State Planning Policy 4/10 Healthy Waterways – Guidelines Water Sensitive Urban Design – Technical Design Guidelines for Southeast Queensland Queensland Urban Drainage Manual – 2015 MUSIC Modeling & Guidelines Version 1.0 – 2010, Water by Design (2010) NMA-SBSWMR-20004 Noosa Youngcare 13
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10.APPENDICES Appendix A – Erosion Hazard Assessment Appendix B – Neil McKenzie & Associates Drawing Numbers Q20-004-C01 and C02 Appendix C – SPEL Drawing SP20-SF14610-P
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SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX A: EROSION HAZARD ASSESSMENT [OCR of page images] Neil McKenzie & Associates Oy Ratu aa ie Otel ica ta Co ed Suite 14 /699A Sandgate Road CLAYFIELD QED 4011 P:-07 3862-1886. F:-07 3862-1397 [email protected] SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX A: EROSION HAZARD ASSESSMENT
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SCHEDULE 2—EROSION AND SEDIMENT CONTROL ASSESSMENT 4: Preamble Erosion and sediment control on building sites Builders must not pollute the environment. The Environmental Protection Act provides for penalties for persons or entities causing environmental harm. Soil erosion on building sites can be a major source of sediment pollution (environmental harm) in our watercourses. A single building site can lose up to four truckloads of soil in one storm. Washed from the sites into stormwater drains, this sediment can cause flooding and also affects the water quality and the fish stocks in our creeks, lakes and the Noosa River system. Preventing sediment run-off from building sites is one of a number of ways that Council and industry are improving our watercourses. Effective on-site erosion and sediment control provides the following benefits— e A better looking, more marketable site; e Improved wet weather working conditions; e Reduced stockpile losses; e Less mud and dust problems; e Reduced clean-up costs; e Fewer public complaints; e Better public image; e Cleaner watercourses; and e Better fishing and swimming in our nearby watercourses. 2. Erosion Hazard Assessment Form Controlling Factors mos) Score Checking Predominant slope’ of the whole site, prior to building works: e 0-3% slope 0 e >3% - 5% slope 1 - e >5%- 10% slope 2 ° >10% - 15% slope 4 e >15% slope 5 Soil type: (see 1 below) e Sandy soil/gravel 0 oO e Sandy loam 1 ‘The term ‘predominant slope’ is defined in Part 2 Section 2.12. $2.1 The Noosa Plan Proposed Amendments August 2015
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The Noosa Plan Proposed Amendments August 2015 Controlling Factors Points Seo Checking e Clay loam 2 e Clay soil 2 Anticipated duration of site disturbance: (see 2 below) e Duration < 2 weeks 0 e 2weeks # Duration < 3 months 2 + e 3 months # Duration < 6 months 4 e Duration > 6 months 5 Month that works are undertaken: (see 3 below) e August, September 0 e April, May, June, July, November, October 1 | e March December 2 e January February 3 Offsite sediment control (i.e. down slope of the soil disturbance): e Score 1 point if there is no purpose built, operational 1 and well maintained sediment traps (eg. sediment Oo basin, gross pollutant trap or purpose built wetland) to catch sediment before it enters a water body with environmental values (eg. creek, natural wetland, tiver or bay) (see 4 below) Run-off entering the site: e Score 1 point if stormwater run off entering the site is 1 Oo not diverted away from the soil disturbance Extent of site disturbance: e Score 2 points if building work requires reshaping of the ground surface (eg. ‘cut and fill’ works) (see 5 2 below) Ss e Score 5 points if the area to be disturbed is greater 5 than 600m? Works within environmentally sensitive areas: e Score 11 points if the disturbance is within the banks of a watercourse (see 6 below) 11 e Score 5 points if the disturbance is within 50m of the top of bank of a watercourse 5 OQ e Score 2 points if the disturbance is between 50m and 100m of the top of bank of a watercourse 2 TOTAL SCORE (See 7 & 8 below) \ 2 Notes: 1. Where there is more than one type of soil on the site, select the category with the highest point value. 2. The time, from when the building site will first become vulnerable to erosion, to the time the soil will be fully stabilised (eg. grassing). 3. If this time span covers more than one category, select the category with the highest point value. Note that if there is no grass/vegetation cover on the site before building work has started, the time span starts from the time this form is completed. 4. If you are not sure, score 1 point. 5. For the purpose of this form, ‘cut and fill’ works are those that will result in a steep batter or retaining wall above and/or below the building slab, greater than 1 metre in height. If the building slab has already been fully cut and stabilised (eg. grassed) during the subdivision stage, score 0 points. 6. Watercourse means any clearly identifiable creek, stream or river, whether flowing permanently or intermittently. 7. Fora high risk site, the total score is > 14 points. 8. Fora low risk site, the total score is < 14 points. $2.2
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3. Erosion and Sediment Control Methods aCinitcine Solution Minimise disturbance when excavating Retain as much grassed area as possible on the site. These areas not only improve the appearance of the site they also filter much of the sediment from stormwater run-off before it reaches the drainage system. Catch drains and perimeter banks Allow for diversion of up slope stormwater around the work site and other disturbed surfaces. Install a sediment barrier Install sediment barriers down slope of the building site to filter coarse sediment before it can wash into gutters, drains and watercourses. e Purpose designed geotextile sediment fabric (i.e. not shadecloth) attached to posts with the geotextile buried in an upstream trench; or e Place turf of a minimum 600mm width along kerb line; or e Straw bales, staked in a 100mm (min) deep trench. Single gravelled entry-exit Restrict vehicle access to one entry-exit point. e Gravelling the access point will allow all weather access, will reduce the amount of soil carried off the site by vehicles, and will provide a permanent base for the driveway. Early stormwater drainage connection Connect a temporary or permanent downpipe/s to the stormwater system before laying the roof or slow and spread the flow from downpipe/s to avoid localised erosion. Downpipe/s may be temporarily removed during wall construction. All stormwater must discharge in a manner that does not cause soil erosion. Concrete waste and washing Waste concrete and household paint must not be allowed to wash into the gutters or the street. Sand and soil stockpiles Stockpiles must be placed wholly on the construction site and behind a sediment barrier. $2.3 The Noosa Plan Proposed Amendments August 2015
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SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX B: STORMWATER LAYOUT PLAN AND SECTIONS [OCR of page images] Neil McKenzie & Associates Oy Ratu aa ie Otel ica ta Co ed Suite 14 /699A Sandgate Road CLAYFIELD QED 4011 P:-07 3862-1886. F:-07 3862-1397 [email protected] SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX B: STORMWATER LAYOUT PLAN AND SECTIONS
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SW [OCR of page images] EXISTING GULLY PIT NEW GULLY PIT WITH KERB ENTRY RECONSTRUCTION GULLY PIT [— SL 60.50 IL 59.37 —— TO NOOSA SHIRE COUNCILS WIH KERB ENTRY TO. =) ——— DRAWING No. 9223 A NOOSA SHIRE COUNCILS BREAK INTO EXISTING GULLY VIEWLAND DRIVE SL 70.5 DRAWING No, 9223 A / iL 69.3 SL 75.15 : : IL 72.50 N. < “XN T I I —] oe ee eee a __. oe. ae. — Nye NN ROLCNRETE CAS BPE SY Ne Ne he oy 3008 CONCRETE) CLASS 2 PIPE Py SL 98 Oy SSS TS SN . _——s Se ee ee Nee UN ae _ Z \ \ tL x Le tt \ \ NV NX a yo ~~ : TT Abo -——: —|. — —_ \ <~— — . Se a ee — — - 30g pp +— —.— +t. — — . — — . — — .. — 5 : %, | ° we IL 3. 75.20 qu \. \ | 5m x 3m x 2m DEER ————————— IL 73.15 ~ *~ 1 | _ | | | STORMWATE DETENTION TANK NO SITE ~\ \ \ \\ EXISTING GULLY PIT | a (SPEL FILTER SYSTEM AS PER ORIFICE PLATE 1250 ys SL 60.00 | | | DRAWING No. SP20-SF14610-P) Sy || X | IL 59.14 | | \ | | 3008 PIPE . oF / | | ; SPEL CARTRIDGE CHAMBER __|, ~f Sma [ PROPOSED BUILDING pill | | | | \ iT : \ \ | | | | | | . | ( LE Cll | . : | ‘ | \ Tix yu . | | | | \ /s | N\ | | | . cn \_ | ~y | | \ ; | 3 ~ |g ‘ I ‘ | | | | Ts PROPOSED BUILDING lig \/ ull . | | | “ty | \I8 2 SHALE RAN —3 "iy N h F |* \L Ny SN | | IN | a i N | | > . =! | Hi | | \ ig | lj ! | \ | ™ | | | || \ — | \ | | IL 73.50. \ <— 2050 UPVC PPE = \J. ~<—— 2050 UPVC PIPE ang 7380 U——~ 774.00 |!) — —X —— a — A a av —_s — _ __ STORMWATER DRAINAGE LAYOUT PLAN | vos sue rte oor wees | YI 1 Sm! aA I | - TYPICAL. | —_\ | | 7 / = | oe PROPERTY BOUNDARY LINE | | \ — ‘wl! = || \ Kye ~ 3 1 EXISTING TELSTRA LINE | | M < ’o \ 12 T| _— Cal \ w EXISTING WATER MANN | 2 | \ \ 7 || | ~\ \ \ ‘ ul ig ~-—~—— ~~. EXISTING CONTOUR LINE (1.0m INTERVALS) | \ | ny \ \ , . EXISTING POWER POLE : | \ | on) Bie \ \ ! i © EXISTING TELSTRA PIT \ u E | | \\ PROPOSE) BUILDING Ss M1 = PROPOSED 600 x 600 SPEL FILTER BASKET | SA t |e | AS PER MANUF. SPEC. > | | 1 \ i uh | % _| 450 m2 OF SITE DISCHARGES \ \ | g PROPOSED 450 x 450 FIELD INLET 7 THROUGH CORNER \ | | | i NO CHANGE IN\DRECTION OF \ / | FLOW \ ‘ A \ | J . SWALE, DRAIN \ 2m x 2m 15m DEEP RUBBLE ORONO Ee STORMWATER PIPE NOTES : | “ay A 4a | Say | 1. STORMWATER PIPES SHALL BE OF THE TYPES DESIGNATED ON THE DRAWINGS | | | OR UNLESS OTHERWISE APPROVED BY THE SUPERINTENDENT. . | | 2. HARDITUBE PIPES (uPVC) SHALL BE MANUFACTURED IN ACCORDANCE WITH | AUSTRALIAN STANDARD AS1254 “UNPLASTICISED PVC (uPVC) PIPES AND | | FITTINGS FOR STORM AND SURFACE WATER APPLICATIONS’. 3. ALL PVC PIPES SHALL BE LAID AT A MINIMUM GRADE OF 1 IN 100 AND | | HAVE A MINIMUM COVER OF 600mm IN TRAFFICABLE REGIONS. ALL PVC PIPES SHALL BE R.R.J. AND SHALL HAVE AN INSPECTION OPENING AT ALL CHANGES IN DIRECTION AND GRADE. ALL JUNCTIONS BETWEEN uPVC PIPES SHALL BE FORMED USING PIPE MANUFACTURES STANDARD R.R.J. JUNCTIONS 4, ALL PIPES AND PITS SHALL BE HANDLED AND STORED IN STRICT ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. 5. ALL PIPES SHALL BE FREE OF DEFECTS, DAMAGE AND DISTORTION. 2| 400 wo | 6. ALL PIPES SHALL BE BEDDED ON SAND OR APPROVED GRANULAR MATERIAL Z| | ___ SWALE DRAIN = 2 | WHICH SHALL EXTEND TO A MINIMUM DEPTH OF 100mm BELOW THE LOWEST Ss! FALL TO QUTLET e 3b > PART OF THE PIPE. (REFER TO TYPICAL PIPE TRENCH SECTION). = Zz = a = | | NATURAL GROUND LINE = Ss ce = 7. THE FINISHED LINE AND GRADE OF DRAINS SHALL NOT DEVIATE BY MORE THAN | I - Ss 2 3 zz | 10mm AT ANY POINT. UNLESS OTHERWISE APPROVED BY THE SUPERINTENDENT. : g TEV DAVE 8. NO BACKFILLING OF TRENCHES SHALL OCCUR UNLESS APPROVED BY THE | 3 | SUPERINTENDENT. | | 9, FINISHED LEVELS OF PAVEMENTS SHALL BE CONSTRUCTED WITHIN TOLERANCE OF + 5mm OF THE SPECIFIED LEVEL. | ty yy | 10. LOCATIONS OF SPOT LEVELS CAN BE SCALED OFF DRAWINGS WITHIN ®> | + 100mm. SECTION A-A —- SWALE DRAIN DETAIL LOCALITY PLAN SCALE 1:5000 SCALE 1:250 JOB DESCRIPTION DRAWING TITLE APPROVED ye NEIL McKENZIE & ASSOCIATES PTY. LTD. aw NOOSA YOUNGCARE STORMWATER DRAINAGE LAYOUT PLAN CONSULTING ENGINEERS CHECKED NN 32 VIEWLAND DRIVE VIEWS, REE 2087, NPER 3 14/699a SANDGATE ROAD DESIGNED NM NOOSA HEADS oS CLAYFIELD, QLD 4011 THIS DRAWING REMAINS THE PROPERTY OF - (0 APPROVED NM CLIENT DRAWING REVISION me | Rasen Me by | NEIL McKENZIE we ASSOCIATES (O) Copyright Pan yy Soon ser OE oD DELUCA DEVELOPMENT & CONSTRUCTION NUMBER Q20-004-CO01 NUMBER
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EXISTING GULLY PIT SURFACE LEVEL 60.50 INVERT LEVEL 59.37 CHAINAGE 3008 CONCRETE CLASS 2 STORMWATER PIPE NEW GULLY PIT WITH KERB ENTRY TO NOOSA SHIRE COUNCILS DRAWING No. 9225 A 3008 CONCRETE CLASS 2 STORMWATER PIPE RECONSTRUCTION GULLY PIT WITH KERB ENTRY 10 NOOSA SHIRE COUNCILS om x 3m x 2m DEEP DRAWING No. 9225 A STORMWATE DETENTION TANK DATUM RL 55.00 WITH RUBBER RING JOINT WITH RUBBER RING JOINT 70.50 70.50 79.15 75.20 69.30 69.60 72.50 73.15 0.00 75.039 137.065 145.765 LONGITUDINAL SECTION SCALE : 1 IN 250 HORIZONTALLY 1 IN 125 VERTICALLY APPROVED AAC aan MILE AUST, _RP.E.Q. 2097, NP.ER_3 THIS DRAWING REMAINS THE PROPERTY OF No. REVISION DATE DWN NEIL McKENZIE & ASSOCIATES (C) Copyright NEIL McKENZIE & ASSOCIATES PTY. LTD. CONSULTING ENGINEERS 14/699a SANDGATE ROAD CLAYFIELD, QLD 4011 PHONE: (07) 3862 1886 FAX: (07) 3862 1397 SCALE AS SHOWN JOB DESCRIPTION DRAWING TITLE DRAWN dl NOOSA YOUNGCARE STORMWATER DRAINAGE LONG SECTION CHECKED NM 32 VIEWLAND DRIVE DESIGNED NM NOOSA HEADS APPROVED — WSN DELUCA DEVELOPMENT & CONSTRUCTION | nunsee Q20-004-C02 NUMER
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SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX C: SPEL DRAWING [OCR of page images] Neil McKenzie & Associates Oy Ratu aa ie Otel ica ta Co ed Suite 14 /699A Sandgate Road CLAYFIELD QED 4011 P:-07 3862-1886. F:-07 3862-1397 [email protected] SITE BASED STORMWATER MANAGEMENT REPORT APPENDIX C: SPEL DRAWING
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6 5 4 3 2 1
REVISION HISTORY
ISSUE FOR APPROVAL REV DESCRIPTION DESIGNER CREATION DATE CHECKED BY
NOT FOR CONSTRUCTION 1 INITIAL RELEASE P.Z. 27-04-20
4800 APPROVED.................
4450
D NAME................................ D
4390
SIGNED............................. LID - CLASS D
900 x 900
DATE........../........../..........
A A
2480
2130
2070
F:\Vault Working Folder\Designs\SPEL\PRODUCTS\FILTER\EMC-45\STANDARD\10 FILTERS\CONCRETE\ALLCAST PRECAST RECTANGULAR TANK & FILTER FITOUT\NEW SYSTEM\SP20-SF14610-P.IDW
INLET OUTLET
C C
PLAN VIEW
COVER & LID REMOVED FOR CLARITY
ISOMETRIC VIEW
900 x 900 10 OFF SPEL FILTER
SF.29-EMC
100
WEIR
200
B B
60 TYP
1500
2360
100
SECTION A-A
TOLERANCE: ALL DIMENSIONS 10mm UNLESS OTHERWISE STATED. ALL INTERCONNECTING PIPEWORK, PITS AND ASSOCIATED DRAINAGE BY OTHERS
CLIENT: DISTRIBUTOR : The drawings must not be disclosed to any third Drawn Date PROJECT :
parties without written permission from SPEL Environmental Sydney. SPEL 14kL RECTANGLE TANK & FILTER FITOUT
Unauthorised disclosure may result in prosecution. P.Z. 27/04/2020
SPEL Environmental - This drawing is the property of SPEL
Environmental ABN: 83 151 832 629 and is subject to return on Check Date
A demand. It is submitted for the use only in connection with the TITLE
SPEL FILTER SYSTEM A
proposal and contracts of SPEL Environmental with the expressed
conditions that it is not to be reproduced or copied in any form.
Verified Date SF.4825-10-29.CON
This data must only be used in accordance with our standard 10 SPEL FILTER CARTRIDGES
terms and conditions. GENERAL ARRANGEMENT
Copyright Approved Date
SPEL Environmental accepts no responsibility for any loss or SCALE SIZE SHEET REV
damage resulting from any person acting on this information. N.T.S A3 1
Request No. 1
The details and dimensions contained in this document may change,
please check with SPEL Environmental for confirmation of current CUSTOMER CODE : DWG No.
specifications. SP20-SF14610-P
6 5 4 3 2 1