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Attachment D - Stormwater Report · MCU18/0013
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Stormwater Management Report
Proposed Residential Development
24 Arakoon Crescent
Sunshine Beach
For Brad and Sam Hopper
3 April 2018
Brisbane
Level 3, 33 Longland Street, Newstead, QLD 4006
P: 07 3852 4333
PO Box 2016 Fortitude Valley BC, QLD 4006
E: [email protected]
Sunshine Coast
Office 5, Level 3 Ocean Central, 2-4 Ocean Street,
Maroochydoore QLD 4558
P: 0431 803 337
E: [email protected]
Gold Coast
Level 3, 17 Welch Street, Southport QLD 4215
P: 07 5571 1599
PO Box 6138, Gold Coast Mail Centre 9726
E: [email protected]
Kingscliff
11 Sailfish Way, Kingscliff, NSW 2487
P: 02 6674 8047
PO Box 1131, Kingscliff, NSW 2487
E: [email protected]
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Page 2
Document Status
Revision Author Approved for Issue Date
A J. Crabb S.Ide RPEQ 12231 03.04.2018
Contact: Sam Ide
Partner - Civil & Environmental Engineer
07 3852 4333
[email protected]
This report is certified for issue by:
Samuel Ide RPEQ 12231
Date Certified: 3 April 2018
This report has been prepared for Brad and Sam Hopper for the purpose of accompanying a development
application to Noosa Shire Council (NSC). This report must only be used by Brad and Sam Hopper for this
purpose and must not be used or relied upon by any other person for any other purpose.
The assessment, conclusions or recommendations in this report are based on conditions encountered and
information received at the time of preparing the report and may not be relied upon as site conditions or
operations vary over time.
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Contents
1. Introduction ..................................................................................................1
2. Site Description ...........................................................................................1
2.1 Location and Land Use .............................................................................1
2.2 Lawful point of discharge ..........................................................................2
2.3 Flooding ....................................................................................................2
3. Stormwater Quantity Management ............................................................2
3.1 Catchment Summary ................................................................................2
3.2 Stormwater Detention & Infiltration ...........................................................2
3.3 Hydrologic and Hydraulic Modelling ..........................................................3
3.4 XP Storm Results ......................................................................................4
4. Water Quality Management ........................................................................7
4.1 Operational Phase ....................................................................................7
4.2 Construction Phase ...................................................................................7
5. Erosion and Sediment Control ...................................................................7
5.1 Maintenance and Monitoring Requirements .............................................8
6. Conclusion ...................................................................................................9
7. Appendices .............................................................................................. A-1
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List of Appendices
Appendix A – Erosion Hazard Assessment (IECA) ........................................................................................ A-1
Appendix B – Engineering Drawing ................................................................................................................ B-1
Appendix C – Site Survey & Architectural Drawings ...................................................................................... C-1
List of Tables
Table 1 - Detention system details......................................................................................................................3
Table 2 - Catchment Summary ...........................................................................................................................4
Table 3 - XP Storm Results ................................................................................................................................5
Table 4 - Pollutants typically generated during the construction phase .............................................................7
Table 5 - ESC maintenance requirements. .........................................................................................................9
List of Figures
Figure 1 – Indicative Site Location (Nearmap, 2017) .........................................................................................1
Figure 2 - Ensemble Statistics Utility Results; 10 year ARI ................................................................................4
Figure 3 - Ensemble Statistics Utility Results; 100 year ARI ..............................................................................5
Figure 4 – XP Storm Results; Pre developed Model (100 year ARI, 5 minute duration) ....................................6
Figure 5 – XP Storm Results; Developed Model (100 year ARI, 5 minute duration) ..........................................6
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1. Introduction
This development involves the construction of a new single dwelling and ground level features. Driveway
access shall be provided via a standard access crossover from Arakoon Crescent.
This report documents how stormwater runoff will be managed on site in accordance with Noosa Shire
Council’s (NSC’s) requirements.
2. Site Description
2.1 Location and Land Use
The development is located at 24 Arakoon Street, Sunshine Beach; formally known as Lot 794 on RP48111.
The proposed development area is approximately 635m2 and currently consists of vacant land.
The site currently falls east towards Sunshine Beach at an average grade of approximately 25%. The site is
bound by residential dwellings to the north and south, Arakoon Crescent to the west, and Sunshine Beach to
the east. Refer to Figure 1 for an indicative site location and Appendix C for detailed site survey information.
Site
Figure 1 – Indicative Site Location (Nearmap, 2017)
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2.2 Lawful point of discharge
Stormwater runoff from the existing site initially falls east as overland flow, prior to concentrating due to the
slope of the land and discharging to Sunshine Beach.
Stormwater runoff from impervious areas of the development is proposed to be directed to an underground
tank located at the rear of the site. Runoff from the tank shall discharge via infiltration or shall surcharge and
discharge east to Sunshine Beach when at capacity as per existing conditions. Stormwater runoff from
pervious areas at the rear of the site shall similarly discharge east to Sunshine Beach. Refer to Appendix B
for further information.
2.3 Flooding
According to the NSC planning scheme flood hazard overlay mapping the development site is not subject to
flooding from any sources.
3. Stormwater Quantity Management
The stormwater quantity analysis of the existing and developed site conditions has been undertaken with
reference to the requirements and procedure outlined by:
Queensland Urban Drainage Manual (QUDM)
Australian Rainfall and Runoff Volumes 1 & 2 (Aust R&R)
The following section of the report discusses the proposed development’s impact on peak stormwater runoff
and total runoff volume from the site and compares the existing site condition to ensure a no worsening
effect to downstream land.
3.1 Catchment Summary
Pre-Developed Site
The existing site consists of vacant land. Stormwater runoff initially falls east as overland flow prior to
concentrating and discharging to Sunshine Beach.
The existing site area is approximately 635m2 and is fully pervious (fi=0.0).
Post-Developed Site
The development involves the construction of a single dwelling and ground level features. Runoff from
impervious areas of the development is proposed to discharge via infiltration or overland to Sunshine Beach
when the tank surcharges. Runoff from pervious areas at the rear of the site shall similarly discharge
overland to Sunshine Beach as per existing conditions.
The catchment area remains unchanged at approximately 635m 2. The total impervious area was calculated
to be approximately 420m2 which equates to 66% fraction impervious (fi=0.66).
3.2 Stormwater Detention & Infiltration
Stormwater runoff from developed areas of the site shall be directed to a proposed infiltration tank which
shall incorporate stormwater detention to ensure the peak flow rate and total runoff volume discharging to
Sunshine Beach are reduced to pre development levels.
The Atlantis Flo-Tank Modular tank system was adopted as part of the stormwater design. An infiltration rate
of 0.6m/d was adopted based on information contained in the geotechnical report prepared by Soil Surveys.
Refer to Table 1 and Appendix B for further details of the proposed system.
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Table 1 - Detention system details
Description Value
Tank Model 20 x Atlantis Flo-Tank - Triple
Gross Volume (m3) 7.32
Detention Capacity (m 3) 6.96
Dimensions (m) 4.08(L) x 1.37(W) x 1.31(H)
Infiltration Rate (m/d) 0.6
Catchment Area to Tank (Ha) 0.0420
Catchment Area Bypassing Tank (Ha) 0.0215
3.3 Hydrologic and Hydraulic Modelling
The hydraulic and hydrologic modelling software package XPSTORM was used to model the pre-developed
and post-developed flow conditions for the site. XPSTORM provides a simulation of the natural runoff
processes and the hydraulic performance of stormwater infrastructure. An integrated 1D/2D hydraulic model
was developed incorporating the TUFLOW engine. The TUFLOW engine accurately represents site specific
topography, defining flow paths, discharge, storage, and variation in flow direction in addition to modelling
flood hazard.
Hydrologic Modelling
The 10 year ARI event was defined as the minor storm and the 100 year ARI event was defined at the major
storm for the analysis. A number of storm durations including the 5 minute, 10 minute, 25 minute, and 1 hour
duration were simulated for each ARI for the pre developed and post developed model.
Rainfall data for the 10 minute, 25 minute, and 1 hour durations for each ARI was obtained from the ARR
2016 data hub. The ensemble of storms for each duration was simulated and the median storm for each
duration & ARI was determined utilising the ensemble statistics utility. The resultant storms were utilised as
the design storms for the 10 minute, 25 minute, and 1 hour duration events for each ARI. The ARR 2016 data
hub does not contain data for the 5 minute duration storm. Data for the 5 minute storm was therefore
obtained from the IFD generated from the Bureau of Meteorology. Determination of the median event was
not applicable.
The Laurenson method was utilised to calculate runoff hydrographs with the following losses:
Pervious areas – initial and continuing losses of 10mm and 3mm respectively
Impervious areas – initial and continuing losses of 2mm and 0mm respectively
Hydraulic Modelling
An integrated 1D/2D model was developed to simulate the hydraulics of the stormwater drainage network.
The 1D network was limited to modelling the infiltration/detention tank in the post developed model. Physical
parameters for the storage node were calculated based on data obtained from the manufacturer.
The following parameters were utilised in developing the 2D network:
A 1m grid cell size was utilised.
The DTM was derived from survey data obtained from CadCon.
Manning’s roughness for of 0.06 was considered appropriate due to the land use of the site.
A 2D head boundary line with a free outfall was used to define the 2D model extent.
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Model Setup
Two models were developed for the site. These are summarised as follows:
Pre-developed model
The existing site was modelled as a single catchment (Node A). The hydrograph of the catchment
was linked to and evenly distributed across a rainfall/ flow area grid at the rear of the site. The peak
flow rate discharging to Sunshine Beach was measured at a flow line at the rear of the site and the
total runoff volume discharging to Sunshine Beach was measured as the total runoff inflow at Node
A.
Post-Developed Model
The developed site was modelled as two catchments. The rear portion of the site consisting of
pervious areas (Node A) was modelled as per Node A for the pre developed model. The upper
portion of the site consisting of impervious areas was linked to a storage node (Node B) linked to the
2D network. This node was used to model the detention/infiltration tank. The peak flow rate
discharging to Sunshine Beach was measured at a flow line at the rear of the site and the total runoff
volume discharging to Sunshine Beach was measured as the sum of the total runoff inflow at Node A
and the total runoff outflow at Node B.
The catchment data for each model is summarised in Table 2 below:
Table 2 - Catchment Summary
Model Node Area (Ha) Slope (%) % Impervious
Pre Developed A 0.0635 25 0
Post Developed A 0.0215 25 0
B 0.0420 25 100
3.4 XP Storm Results
The results of the ensemble statistics utility are presented in Figure 2 & Figure 3 below.
Figure 2 - Ensemble Statistics Utility Results; 10 year ARI
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Figure 3 - Ensemble Statistics Utility Results; 100 year ARI
Table 3 below compares the peak flow rates and total runoff volume for the existing and developed model.
Table 3 - XP Storm Results
Median Peak Flow Rate (L/s) Total Volume (m3)
ARI Duration (min) Storm
Pattern Existing Developed Existing Developed
5 N/A 37 18 (-19) 7.15 3.09 (-4.06)
10 5 35 35 13.73 9.95 (-3.79)
10
25 5 29 25 (-4) 24.67 21.94 (-2.73)
60 2 26 27 (+1) 39.06 37.10(-1.96)
5 N/A 60 58 (-2) 14.08 9.23 (-4.85)
10 8 48 49 (+1) 21.05 17.80 (-3.25)
100
25 10 42 42 39.32 35.45 (-3.87)
60 6 35 35 62.53 60.06 (-2.47)
As shown in Table 3, the peak flow rate of stormwater runoff and the total runoff volume off site has not
increased as a result of the development. The 1L/s increase for the 10 year 1 hour design storm and 100
year 10 minute design storm are considered negligible and within the tolerance of the modelling software.
The proposed infiltration/detention tank is therefore considered to be adequate. Results for the 5 minute
duration for the 100 year ARI are outlined in Figure 4 & 5 below.
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Job No – S18-003 STORMWATER MANAGEMENT REPORT 5
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Peak Flow measured at rear = 60L/s
Total runoff volume (Node A inflow) = 14.08m3
Figure 4 – XP Storm Results; Pre developed Model (100 year ARI, 5 minute duration)
Peak Flow measured at rear = 58L/s
Total runoff volume
(Node A inflow + Node B outflow) = 9.23m3
Figure 5 – XP Storm Results; Developed Model (100 year ARI, 5 minute duration)
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4. Water Quality Management
4.1 Operational Phase
The development is not required to meet the Queensland Governments State Planning Policy (July 2017) as
the site does not exceed the 2,500m 2 minimum site area. However stormwater quality management must still
be undertaken via the application of best management practices (BMPs) to ensure no adverse impacts to the
downstream environment.
Pollutants typically generated during the operational phase of the development include:
litter/gross pollutants
sediment (Total Suspended Solids – TSS)
nutrients (Total Nitrogen and Total Phosphorus – TN & TP)
hydrocarbons (oils and grease)
heavy metals
Stormwater quality best management practices may be implemented for the development as follows:
First flush diversion system for roof water diverting the roof water for irrigation purposes
Gross pollutant filter baskets in field inlet pits collection runoff from ground areas.
As the site is classified as a ‘low risk’ development the listed best management practices have been deemed
sufficient for the site area and use. Refer to Appendix B for the stormwater management drawing.
4.2 Construction Phase
Pollutants typically generated during construction phase are described in Table 4 below.
Table 4 - Pollutants typically generated during the construction phase
Pollutant Sources
Litter (Gross Pollutants) Paper, construction packaging, food packaging, cement bags.
Sediment Unprotected exposed soils and stockpiles during earthworks and
building.
Hydrocarbons Fuel and oil spills, leaks from construction equipment.
Toxic materials Cement slurry, asphalt prime, solvents, cleaning agents, wash waters.
pH altering substances Acid sulphate soils, cement slurry and wash waters.
5. Erosion and Sediment Control
Management of stormwater runoff during construction is necessary to avoid pollution of downstream
waterways from sediment and gross pollutant loading. Impacts of inadequate erosion and sediment control
downstream from the site include:
traffic safety problems;
blocked drains;
24 Arakoon Street, Sunshine Beach QLD 4567
Job No – S18-003 STORMWATER MANAGEMENT REPORT 7
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local flooding problems;
aesthetic pollution of drainage paths; and
damage to local ecosystems.
Best practice erosion and sediment controls must be installed to minimise the discharge of sediment laden
runoff during construction. Erosion and sediment control plans shall be developed during detailed design
phase and must be continually maintained and amended as required to minimise environmental harm.
Erosion and sediment control plans are based on three sets of control measures:
drainage control;
erosion control; and
sediment control.
These control measures must be maintained in an effective operational condition. Sediment disposal from
site is to occur to the satisfaction of NSC. Defects in erosion and sediment control devices, such as sediment
fences, are to be inspected and documented. Upon Inspection, the Contractor is to determine whether the
device should be replaced or repaired. Documentation is to include how the damage was caused and what
measures can be implemented to reduce the possibility of repeat occurrences. Any damage to either
permanent or temporary water quality control structures or devices is to be immediately rectified at the
contractor’s expense.
The effectiveness of the erosion and sediment control devices can be monitored by visual audits. All ESC
measures are to be inspected:
at least daily (when work is occurring on site) or weekly (when work is not occurring
on site);
within 24 hours of expected rain; and
within 18 hours of a rainfall event (i.e. an event of sufficient intensity and duration to
mobilise sediment on site).
Drainage paths are to be inspected to ensure the sediment fences are not being bypassed as a result of soil
erosion.
Sediment laden runoff shall be prevented from entering neighbouring properties. This shall be achieved by
landscaping disturbed areas immediately and prior to a rainfall event.
The proposed development received an erosion hazard score of 16. An erosion and sediment control plan
shall be prepared at the detailed design phase to ensure the impacts of erosion, turbidity and sedimentation
from construction activities will be managed appropriately. See Appendix A for the competed erosion hazard
assessment form.
5.1 Maintenance and Monitoring Requirements
Periodic maintenance and monitoring of stormwater devices proposed in this report is crucial to ensure
effective operation and design life.
Inspect field inlet grates, pits and underground pipes for blockage or damage at least 6 monthly or after
significant rainfall event. The filter baskets shall be inspected and maintained preferably by the manufacturer
to avoid damage to units and to ensure adequate cleaning and record keeping. For the first 12 months
routine inspections of filter baskets shall be carried out monthly with routine clean out at alternate months.
Results of the initial 12 months maintenance program shall be used to determine future maintenance
intervals. Refer manufactures maintenance and monitoring methodology for specific details.
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Maintenance of ESC measures must occur in accordance with Table 5 below.
Table 5 - ESC maintenance requirements.
ESC Measure Maintenance Trigger Timeframe for
Completion of
Maintenance
Sediment basins When settled sediment exceeds Within 7 days of the
the volume of the sediment inspection.
storage zone
Other ESC measures The capacity of ESC measures By the end of the day.
falls below 75%.
Sediment accumulation on ESC devices is to be removed and disposed of to the satisfaction of NSC.
6. Conclusion
This SWMP outlines how stormwater runoff from the site will be managed in order to not adversely impact
the receiving environment.
Stormwater runoff from developed areas of the site shall be directed to a detention & infiltration tank with
approximately 7m3 detention capacity at the rear of the site. Runoff from the tank shall discharge via either
infiltration or shall surcharge and discharge east to Sunshine Beach as per existing conditions. The detention
tank configuration shall ensure the peak flow rate and total runoff volume discharging to Sunshine Beach is
reduced to pre-development levels. Final layout & configuration of the tank shall be confirmed at the detailed
design phase.
Stormwater treatment could be managed on site by first flush diverters directing runoff for irrigation of
landscaped areas and/or the installation of field inlet pit inserts. Based on the scale of the proposed
development, and typical pollutants produced, these measures are considered adequate.
By implementing the proposed stormwater management system, and providing adequate maintenance, the
downstream environment and neighbouring properties will not experience any adverse deterioration of water
quality as a result of the proposed development.
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7. Appendices
Appendix A – Erosion Hazard Assessment (IECA)
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Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
Erosion Hazard Assessment Form
Condition Points Score Trigger
value
AVERAGE SLOPE OF DISTURBANCE AREA [1]
not more than 3% [3% 33H:1V] 0
more than 3% but not more than 5% [5% = 20H:1V] 1
6 4
more than 5% but not more than 10% [10% = 10H:1V] 2
more than 10% but not more than 15% [15% 6.7H:1V] 4
more than 15% 6
SOIL CLASSIFICATION GROUP (AS1726) [2]
GW, GP, GM, GC 0
SW, SP, OL, OH 1 1
SM, SC, MH, CH 2
ML, CL, or if imported fill is used, or if soils are untested 3
EMERSON (DISPERSION) CLASS NUMBER [3]
Class 4, 6, 7, or 8 0
Class 5 2 4 6
Class 3, (default value if soils are untested) 4
Class 1 or 2 6
DURATION OF SOIL DISTURBANCE [4]
not more than 1 month 0
more than 1 month but not more than 4 months 2 2 6
more than 4 months but not more than 6 months 4
more than 6 months 6
AREA OF DISTURBANCE [5]
not more than 1000 m2 0
more than 1000 m2 but not more than 5000 m2 1 0 4
more than 5000 m2 but not more than 1 ha 2
more than 1 ha but not more than 4 ha 4
more than 4 ha 6
WATERWAY DISTURBANCE [6]
No disturbance to a watercourse, open drain or channel 0
0 2
Involves disturbance to a constructed open drain or channel 1
Involves disturbance to a natural watercourse 2
REHABILITATION METHOD [7]
Percentage of area (relative to total disturbance) revegetated by seeding
without light mulching (i.e. worst-case revegetation method).
not more than 1% 0 0
more than 1% but not more than 5% 1
more than 5% but not more than 10% 2
more than 10% 4
RECEIVING WATERS [8]
Saline waters only 0 0
Freshwater body (e.g. creek or freshwater lake or river) 2
SUBSOIL EXPOSURE [9]
No subsoil exposure except of service trenches 0 2
Subsoils are likely to be exposed 2
EXTERNAL CATCHMENTS [10]
No external catchment 0
0
External catchment diverted around the soil disturbance 1
External catchment not diverted around the soil disturbance 2
ROAD CONSTRUCTION [11]
No road construction 0 0
Involves road construction works 2
pH OF SOILS TO BE REVEGETATED [12]
more than pH 5.5 but less than pH 8 0 1
other pH values, or if soils are untested 1
Total Score [13] 16
IECA (Australasia) November 2008 Page 1
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Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
Explanatory notes
Requirements: Specific issues or actions required by the proponent.
Warnings: Issues that should be considered by the proponent.
Comments: General information relating to the topic.
[1] REQUIREMENTS:
For sites with an average slope of proposed land disturbance greater than 10%, a
preliminary ESCP must be submitted to the regulatory authority for approval
during planning negotiations.
Proponents must demonstrate that adequate erosion and sediment control
measures can be implemented on-site to effectively protect downstream
environmental values.
If site or financial constraints suggest that it is not reasonable or practicable for
the prescribed water quality objectives to be achieved for the proposal, then the
proponent must demonstrate that alternative designs or construction techniques
(e.g. pole homes, suspended slab) cannot reasonably be implemented on the
site.
WARNINGS:
Steep sites usually require more stringent drainage and erosion controls than
flatter grade sites.
COMMENTS:
The steeper the land, the greater the need for adequate drainage controls to
prevent soil and mulch from being washed from the site.
[2] REQUIREMENTS:
If the actual soil K-factor is known from soil testing, then the Score shall be
determined from Table 1.
If a preliminary ESCP is required during planning negotiations, then it must be
demonstrated that adequate space is available for the construction and operation
of any major sediment traps, including the provision for any sediment basins and
their associated embankments and spillways. It must also be demonstrated that
all reasonable and practicable measures can be taken to divert the maximum
quantity of sediment-laden runoff (up to the specified design storm) to these
sediment traps throughout the construction phase and until the contributing
catchment is adequately stabilised against erosion.
WARNINGS:
The higher the point score, the greater the need to protect the soil from raindrop
impact and thus the greater the need for effective erosion control measures. A
point score of 2 or greater will require a greater emphasis to be placed on
revegetation techniques that do not expose the soil to direct rainfall contact
during vegetation establishment, e.g. turfing and Hydromulching.
COMMENTS:
Table 2 provides an indication of soil conditions likely to be associated with a
particular Soil group based on a statistical analysis of soil testing across NSW.
This table provides only an initial estimate of the likely soil conditions.
IECA (Australasia) November 2008 Page 2
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Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
The left-hand-side of the table provides an indication of the type of sediment
basin that will be required (Type C, F or D). The right-hand-side of the table
provides an indication of the likely erodibility of the soil based on the Revised
Universal Soil Loss Equation (RUSLE) K-factor.
Table 3 provides some general comments on the erosion potential of the various
soil groups.
Table 1 – Score if soil K-factor is known
RUSLE soil erodibility K-factor
K < 0.02 0.02<K<0.04 0.04<K<0.06 K > 0.06
Score 0 1 2 3
Table 2 – Statistical analysis of NSW soil data [1]
Unified Likely sediment basin Probable soil erodibility K-factor (%) [2]
Soil classification (%)
Class Dry Wet Low Moderate High Very High
System
Type C Type F Type D K < 0.02 0.02<K<0.04 0.04<K<0.06 K > 0.06
GM 30 58 12 12 51 26 12
GC 42 33 25 13 71 17 0
SW 40 48 12 49 39 12 0
SP 53 32 15 76 18 5 1
SM 21 67 12 26 48 25 1
SC 26 50 24 16 64 18 2
ML 5 63 32 4 35 45 16
CL 9 51 39 12 56 19 13
OL 2 80 18 34 61 5 1
MH 12 41 48 15 19 41 25
CH 5 44 51 39 43 11 7
Notes: [1] Analysis of soil data presented in Landcom (2004).
[2] Soil erodibility based on Revised Universal Soil Loss Equation (RUSLE) K-factor.
Unified Soil Classification System (USCS)
GW Well graded gravels, gravel-sand mixtures, little or no fines
GP Poorly graded gravels, gravel-sand mixture, little or no fines
GM Silty gravels, poorly graded gravel-sand-silt mixtures
GC Clayey gravels, poorly graded gravel-sand-clay mixtures
SW Well graded sands, gravelly sands, little or no fines
SP Poorly graded sands, gravelly sands, little or no fines
SM Silty sands, poorly graded sand-silt mixtures
SC Clayey sands, poorly graded sand-clay mixtures
ML Inorganic silts & very fine sands, rock flour, silty or clayey fine sands with slight plasticity
CL Inorganic clays, low–medium plasticity, gravelly clays, sandy clays, silty clays, lean clays
OL Organic silts and organic silt-clays of low plasticity
MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts
CH Inorganic clays of high plasticity, fat clays
OH Organic clays of medium to high plasticity
IECA (Australasia) November 2008 Page 3
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Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
Table 3 – Typical properties of various soil groups [1]
Soil Groups Typical properties [2]
GW, GP Low erodibility potential.
GM, GC Low to medium erodibility potential.
May create turbid runoff if disturbed as a result of the release of silt
and clay particles.
SW, SP Low to medium erodibility potential.
SM, SC Medium erodibility potential.
May create turbid runoff if disturbed as a result of the release of silt
and clay particles.
MH, CH Highly variable (low to high) erodibility potential.
Will generally create turbid runoff if disturbed.
ML, CL High erodibility potential.
Tendency to be dispersive.
May create some turbidity in runoff if disturbed.
Note: [1] After Soil Services & NSW DLWC (1998).
[2] Any soil can represent a high erosion risk if the binding clays or silts are unstable.
Table 4 provides general guidelines on the suitability of various soil groups to various
engineering applications.
Table 4 – Engineering suitability based on Unified Soil Classification [1]
Embankments
USC Fill Slope Untreated
Unified Soil Class Water Non
Group stability roads
retaining water
retaining
Well graded gravels GW Unsuitable Excellent Excellent Excellent Average
Poorly graded gravel GP Unsuitable Average Excellent Average Unsuitable
Silty gravels GM Unsuitable Average Good Average Average
Clayey gravels GC Suitable Average Good Average Excellent
Well graded sands SW Unsuitable Excellent Excellent Excellent Average
Poorly graded sands SP Unsuitable Average Good Average Unsuitable
Silty sands SM Suitable [2] Average Average Average Poor
Clayey sands SC Suitable Average Average Average Good
Inorganic silts ML Unsuitable Poor Average Poor Unsuitable
Inorganic clays CL Suitable [2] Good Average Good Poor
Organic silts OL Unsuitable Unsuitable Poor Unsuitable Unsuitable
Inorganic silts MH Unsuitable Poor Poor Poor Unsuitable
Inorganic clays CH Suitable [2] Average Unsuitable Average Unsuitable
Organic clays OH Unsuitable Unsuitable Unsuitable Unsuitable Unsuitable
Highly organic soils Pt Unsuitable Unsuitable Unsuitable Unsuitable Unsuitable
Notes: [1] Modified from Hazelton & Murphy (1992)
[2] Suitable only after modifications to soil such as compaction and/or erosion protection
IECA (Australasia) November 2008 Page 4
Page 19
Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
[3] If the soils have not been tested for Emerson Class, then adopt a score of 4.
REQUIREMENTS:
Works proposed on sites containing Emerson Class 1 or 2 soils have a very high
pollution potential and must submit a conceptual ESCP to the regulatory authority
for review and/or approval (as required by the authority) during planning
negotiations.
WARNINGS:
Class 3 and 5 soils disturbed by cut and fill operations or construction traffic are
highly likely to discolour stormwater (i.e. cause turbid runoff). Chemical
stabilisation will likely be required if these soils are placed immediately adjacent
to a retaining wall. Any disturbed Class 1, 2, 3 and 5 soils that are to be
revegetated must be covered with a non-dispersive topsoil as soon as possible
(unless otherwise agreed by the regulatory authority).
Class 1 and 2 soils are highly likely to discolour (pollute) stormwater if exposed to
rainfall or flowing water. Treatment of these soils with gypsum (or other suitable
substance) will most likely be required. These soils should not be placed directly
behind a retaining wall unless it has been adequately treated (stabilised) or
covered with a non-dispersible soil.
[4] The duration of disturbance refers to the total duration of soil exposure to rainfall
up until a time when there is at least 70% coverage of all areas of soil.
REQUIREMENTS:
All land developments with an expected soil disturbance period greater than 6
months must submit a conceptual ESCP to the regulatory authority for review
and/or approval (as required by the authority) during planning negotiations.
COMMENTS:
Construction periods greater than 3 months will generally experience at least
some significant storm events, independent of the time of year that the
construction (soil disturbance) occurs.
[5] REQUIREMENTS:
Development proposals with an expected soil disturbance in excess of 1ha must
submit a conceptual ESCP to the regulatory authority for review and/or approval
(as required by the regulatory authority) during planning negotiations.
The area of disturbance refers to the total area of soil exposed to rainfall or dust-
producing winds either as a result of:
(a) the removal of ground cover vegetation, mulch or sealed surfaces;
(b) past land management practices;
(c) natural conditions.
WARNINGS:
A Sediment Basin will usually be required if the disturbed area exceeds 0.25ha
(2500m2) within any sub-catchment (i.e. land flowing to one outlet point).
COMMENTS:
For soil disturbances greater than 0.25ha, the revegetation phase should be
staged to minimise the duration for which soils are exposed to wind, rain and
concentrated runoff.
IECA (Australasia) November 2008 Page 5
Page 20
Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
[6] REQUIREMENTS:
All developments that involve earthworks or construction within a natural
watercourse (whether that watercourse is in a natural or modified condition) must
submit a conceptual ESCP to the regulatory authority for review and/or approval
(as required by the regulatory authority) during planning negotiations.
Permits and/or licences may be required from the State Government, including
possible submission of the ESCP to the relevant Government department.
[7] REQUIREMENTS:
No areas of soil disturbance shall be left exposed to rainfall or dust-producing
winds at the end of a development without an adequate degree of protection
and/or an appropriate action plan for the establishment of at least 70% cover.
COMMENTS:
Grass seeding without the application of a light mulch cover is considered the
least favourable revegetation technique. A light mulch cover is required to
protect the soil from raindrop impact, excessive temperature fluctuations, and the
loss of essential soil moisture.
[8] COMMENTS:
All receiving waters can be adversely affected by unnatural quantities of
sediment-laden runoff. Freshwater ecosystems are generally more susceptible to
ecological harm resulting from the inflow of fine or dispersible clays than saline
water bodies. The further inland a land disturbance is, the greater the potential
for the released sediment to cause environmental harm as this sediment travels
towards the coast.
For the purpose of this clause it is assumed that all sediment-laden runoff will
eventually flow into saline waters. Thus, sediment-laden discharges that flow first
into freshwater are likely to adversely affect both fresh and saline water bodies
and are therefore considered potentially more damaging to the environment.
This clause does not imply that sediment-laden runoff will not cause harm to
saline waters.
[9] COMMENTS:
This clause refers to subsoils exposed during the construction phase either as a
result of past land practices or proposed construction activities. The exposure of
subsoils resulting from the excavation of minor service trenches should not be
considered.
[10] WARNINGS:
The greater the extent of external catchment, the greater the need to divert up-
slope stormwater runoff around any soil disturbance.
COMMENTS:
The ability to separate “clean” (i.e. external catchment) stormwater runoff from
“dirty” site runoff can have a significant effect on the size, efficiency and cost of
the temporary drainage, erosion, and sediment control measures.
IECA (Australasia) November 2008 Page 6
Page 21
Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form
[11] REQUIREMENTS:
Permission must be obtained from the owner of a road reserve before placing
any erosion and sediment control measures within the road reserve.
WARNINGS:
Few sediment control techniques work efficiently when placed on a road and/or
around roadside stormwater inlets. Great care must be taken if sediment control
measures are located on a public roadway, specifically:
safety issues relating to road users;
the risk of causing flooding on the road or within private property.
The construction of roads (whether temporary or permanent) will usually modify
the flow path of stormwater runoff. This can affect how “dirty” site runoff is
directed to the sediment control measures.
COMMENTS:
“On-road” sediment control devices are at best viewed as secondary or
supplementary sediment control measures. Only in special cases and/or on very
small projects (e.g. kerb and channel replacement) might these controls be
considered as the “primary” sediment control measure.
[12] WARNINGS:
Soils with a pH less than 5.5 or greater than 8 will usually require treatment in
order to achieve satisfactory revegetation. Soils with a pH of less than 5
(whether naturally acidic or in acid sulfate soil areas) may also limit the choice of
chemical flocculants (e.g. Alum) for use in the flocculation of Sediment Basins.
[13] REQUIREMENTS:
A preliminary ESCP must be submitted to the local government for approval
during the planning phase for any development that obtains a total point score of
17 or greater or when any trigger value is scored or exceeded.
IECA (Australasia) November 2008 Page 7
Page 22
Appendix B – Engineering Drawing
24 Arakoon Street, Sunshine Beach QLD 4567
Job No – S18-003 STORMWATER MANAGEMENT REPORT B-1
Page 23
CATCHMENT SUMMARY
LEGEND
SECTION
STORMWATER MANAGEMENT PLAN
PRELIMINARY
BRISBANE SURVEYOR No. DATE REVISIONS SHEET NUMBER
Level 3 Limestore, 33 Longland St, Newstead SHEET APPROVED DESIGNED
T 07 3852 4333 F 07 3852 4777
E [email protected]
GOLD COAST PROJECT DRAWN
PARTNERS
Level 3, 17 Welch St, Southport
T 07 5571 1599 F 07 5571 1330 REVISION
USE FIGURED DIMENSIONS ONLY. DO NOT SCALE, IF A DISCREPANCY ARISES CHECK WITH THE PROJECT
E [email protected]
ENGINEER AND/OR SUPERVISING AUTHORITY. DO NOT WORK FROM REDUCED SCALE DRAWINGS LOCATION DATE DRAWN
NORTHERN NSW (A1-A3 SIZE PAPER). COPYRIGHT OF ALL DRAWINGS & WORKS EXECUTED FROM THEM IS VESTED IN PROJECT NUMBER
2/22 Moss St, Kingscliff WESTERA PARTNERS AND USE OF THERE FORE WITHOUT PERMISSION IS STRICTLY PROHIBITED!
IT IS THE BUILDERS RESPONSIBILITY TO ENSURE ALL WORKS ARE CARRIED OUT WITH DUE CARE AND
www.westerapartners.com.au ABN 52 097 417 975
T 02 6674 8047 F 02 6674 8049
E [email protected] DILIGENCE TO COMPLY WITH THE CONTRACT DOCUMENTS. CLIENT For and on behalf of
WESTERA PARTNERS PTY. LTD.
FILE NAME
Page 24
Appendix C – Site Survey & Architectural Drawings
24 Arakoon Street, Sunshine Beach QLD 4567
Job No – S18-003 STORMWATER MANAGEMENT REPORT C-1
Page 25
PA
TH
WA 20
82
83
86
4.
Y
47
6.
5.
t
5.
igh
19
He
62
5.
e
re
11
6 T
5.
.5 rox
47
3
795
.3
24 pp
8.
10
9
A
RP48111
.9
10
18
3
.1
13
4
.8
21
Multiple
14
Storey 17
Building LEGEND
82)
660 TBM (SCREW IN KERB)
22
2
Se e IS 17
717
ry ( TITLE PEG
23
da RP48111
B oun ELECTRIC POLE
24
o n
a ll
)
STORMWATER MANHOLE
en
eW
25
Op
et
ncr SEWER MANHOLE
to
26
ab .65
le Co
Un 7
27
27 IL2627. 5 ( SL2
FENCE
29
28
SPOT HEIGHT
301
SL 7.4
3
.5 .1 49
2
TREE
3 4
18
GRATED PIT
19
5
20
.0
PATH
31
BOUNDARY
WAY
27 7.7 M
2
2 B
H 21
T
P AT ADJOINING BOUNDARY
WAY
1
.7
EMT
6
T3
.0
31
22 BACK OF KERB
3
.9
23
27
24 INVERT OF KERB
793 TOP OF KERB
7
.1
25
700
RP48111
28
Multiple
8
LIP OF KERB
.0
26
Storey
31
D
27
Building
RC
9
CENTRE-LINE BITUMEN
28
.3
28
P
7
.0
EDGE OF BITUMEN
31
WALL
31
30
29
SL28.45 BUILDING
(Unable to Open)
Notes. EAVE
1.Boundaries are compiled from IS266082. TOP RET WALL
2.Major contour interval is 1.0m, minor contour
interval is 0.5m. Contours and levels shown on this
BOTTOM RET WALL
plan are EXISTING SURFACE LEVELS which also TOP OF BANK
appear to be NGL. TOE OF BANK
3.Underground services shown hereon have been GUARD RAIL
depicted using surveyed surface features where
visible and council records where available. Additional OVER HEAD POWER LINES
underground features may be present. Contractors SEWER MAIN
undertaking excavation in this vicinty are responsible STORMWATER RCP
for the complete location of all services prior to
commencing any works. All contractors are required
TIMBER AND CHAIN FENCE
to have current DIAL BEFORE YOU DIG information
with them on site at all times.
4. No Council flood search has been conducted for the property
as part of this survey.
* Natual Ground Level is the ground level as defined by the relevant
planning scheme for determination of lawful heights.
Client: Horizontal Datum Drawing Number: Surveyed/Checked: 103 Wrigley St (Cnr Sugar Rd)
OWEN ARCHITECTURE ARK PO Box 5774 MAROOCHYDORE BC QLD 4558
Cadastral vide 166808-01-01 Drawn/Checked:
IS266082
Drawing Title: DETAIL SURVEY Sheet no.1 of 1 sheets. DRV/ARK Ph 07 5479 5311 Fax 07 5479 1289
Vertical Datum Revision: Date: Email [email protected]
Lot 794 on RP48111 14/06/2016
Web www.cadcon.com.au
AHD der vide
24 Arakoon Cres, Sunshine Beach OPM44265 RL27.686
Scale:
1:300 (at A3) ACN 098 201 828 Part of CadCon International Pty Ltd
Page 26
pub
lic
795
pat
RP 48111
hwa
adjacent multi
B s t or e y d w e l l i n g
A
y
4250
LM N
C D E F G H J K
910 3000
20
2800 1550 1980 3120 1250 4000 1410
34m
site boun
0.2
19
" | 4
21
3 4'00
242°
d ary |
boun
22
site side se
tback
1.55m
3
tback
4
side se
31
30
dary
2.55m
29
18
28
void
nt
roof planter
garden
4
| 337°31
1
89m
550
2090
5
e
tback
17
1390 1
2 6
6.00m front se
c
0" | 12.3
terrace roof
1980
3
s
void garden garden garden
15.05m rear se
12.05m rear se
'0
7
e
0" | 19.3
17
1750
roof lightweight
garden roof over proposed
r
8
337°31'0
residence
c
tback
tback
794 717
3450
planter
RP 48111 RP 48111
32m
arakoon
2.55m side setback
9 10
2050
1.55m side setback
11 site boundary | 72°28'00" | 40.234m
public pathway
18
24 23 22 21
19
25
20
28
27
26
31
30
29
public path
adjacent multi
s t or e y d w e l l i n g 793
RP 48111
way
1 proposed site plan
1:200
DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
JN B 29.11.17 CLIENT ISSUE
24 Arakoon Crescent Brad & Sam site plan & aerials SD 100.01 B SCALE
TH
1:100
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au JN A 21.11.17 CLIENT ISSUE
NOR
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER proposed site
schematic design
1:1 @ A3
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
Page 27
adjacent property arakoon crescent 24 arakoon crescent dunes sunshine beach ocean
1 proposed site section
1:600
DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au
JN A 05.12.17 PRELIMINARY DA ISSUE
24 Arakoon Crescent Brad & Sam site section SD 100.02 A SCALE 1:600
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER schematic design
1:1 @ A3
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
Page 28
adjacent multi
s t or e y d w e l l i n g
M
N
L
3000 34m
C D E F G H J K 910 " | 4
0.2
° 3 4'00
2800 1550 1980 3120 1250 4000 1410 ary | 242
21
b ound
site
B
A
22
4250
tback
side se
1.55m
3
tback
side se
2.05m
4
tback
rwh03 + side se
2.55m
49 2 x mdp01
2 7.6
.4 5 ed
er dash
27 roof ov
3 garden
.49 2x mdp01
27
SL planter
1 4 4 3 2
1 2 x mdp01
38 9 8 7
6 5
1550
.1 entry 12 11 10
870
26 4 18 17 16
15 14 13
6.1 stn01 seat
IL2 5
89m
2
1220
12.05m rear se
FFL 27.600
15.05m rear se
1390
.5 3
6
0" | 12.3
27
tv unit
3 794
1980
lift
tback
tback
RP 48111
tback
family room terrace garden
stn01 void to afl01
7°31'0
7 6.00m front se
below
edr01
crescent
1750
storage roof over dashed
shed
stn01
dary | 33
piles shown da
.71 driveway carport
27 8 stn01 stn01
kitchenette
stn01 edr01
line of existing
arakoon
n
3450
o u
bath 20 planter
b
3 stn01
7.9
e
2 seat 2.55m side setback
i t
glass roof over dashed
s
9
500
2 x mdp01 2.05m side setback
rwh02 +
10 bin store
2 x mdp01 1.55m side setback
1550
mdp01
11 site boundary | 72°28'00" | 40.234m
.17
28
public pathway
.39 24 23 22 21
28
25
28
26
27
6
.44
28
31
793
30
29
1 proposed second floor plan RP 48111
1:100 adjacent multi
s t or e y d w e l l i n g
(Una S
ble t L28.45 DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
o Op s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
en) JN B 29.11.17 CLIENT ISSUE
24 Arakoon Crescent Brad & Sam floor plans SD 200.01 B SCALE
TH
1:100
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au JN A 21.11.17 CLIENT ISSUE
NOR
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER proposed second floor
schematic design
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
1:1 @ A3
Page 29
adjacent multi
s t or e y d w e l l i n g
M
N
L
3000 34m
C D E F G H J K 910 " | 4
0.2
° 3 4'00
2800 1550 1980 3120 1250 4000 1410 ary | 242
21
b ound
site
B
A
22
4250
tback
side se
1.55m
3
tback
side se
ed 2.05m
4
er dash tback
roof ov side se
2.55m
9
.64 2 x mdp01 void to
27
5 desk below
27.4
20
9 3 drying yard 2x mdp01
2 7.4 void to study ens 01
SL stn01
8
1 4 6 5 4
3 2 1 below tim01 stn01
.13 8 7
1550
11 10 9
870
26 4 books
6.1
IL2 5 stair
89m
2
1220
robes
laundry bridge
12.05m rear se
tim01 FFL 24.360
15.05m rear se
1390
stn01
linen
3 gls01
.5
6
0" | 12.3
27
shed
robes
desk
3 drawers tim01 794
piles shown da
1980
roof over dash
shelves
lift bed 04
tback
tback
RP 48111
tback
tim01 void to
below
seat
7°31'0
7 6.00m front se robes
store bath
crescent
line of existing
ed
con01 stn01
1750
bed 01 terrace garden
20
green wall
linen
dary | 33
robes
tim01 afl01
.71
27 8
desk
20
robes
robes
arakoon
n
3450
20
o u
ens 03 bed 03 desk ens 02 bed 02
b
3 stn01 tim01 stn01 tim01
7.9
e
2 2.55m side setback
s i t
9
500
2 x mdp01 2 x mdp01 2.05m side setback
10 1.55m side setback
roof garden glass roof
1550
lgp01 gls01
2x edr02
mdp01
11 site boundary | 72°28'00" | 40.234m
.17
28
public pathway
.39 24 23 22 21
28
25
28
26
27
6
.44
28
31
793
30
29
1 proposed first floor plan RP 48111
1:100 adjacent multi
s t or e y d w e l l i n g
(Una S
ble t L28.45 DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
o Op s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
en) JN B 29.11.17 CLIENT ISSUE
24 Arakoon Crescent Brad & Sam floor plans SD 200.02 B SCALE
TH
1:100
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au JN A 21.11.17 CLIENT ISSUE
NOR
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER proposed first floor
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
schematic design
1:1 @ A3
Page 30
adjacent multi
s t or e y d w e l l i n g
M
N
L
3000 34m
C D E F G H J K 910 " | 4
0.2
° 3 4'00
2800 1550 1980 3120 1250 4000 1410 ary | 242
21
b ound
site
B
A
22
4250
tback
side se
1.55m
3
water feature tback
side se
2.05m
4
spp01 ack
ide setb
ashed 2.55m s
9 floo r over d
.64 services 2 x mdp01 seat
27 26 nits a/c unit
s
.45 27 hot water u con01
27 swimming pool
dining til01
3 2x mdp01
.49
27 stn01
SL
8
1 4 store 5 4 3
2 1
8 7 6
.13
1550
11 10 9
870
26 stn01
4
6.1 void over dashed tv unit
IL2 5 stair
89m
2
1220
12.05m rear se
stn01 FFL 21.120 FFL 20.760
cellar
15.05m rear se
1390
.53 2 1
6
0" | 12.3
27
20
ed living
3 794
void over dashed
es shown dash powder seat
stn01
1980
lift
tback
stn01
tback
RP 48111
tback
courtyard 20
360 20
7°31'0
7 6.00m front se
floor over dash
tv unit
crescent
pil
line of existing
1750
20
garden
dary | 33
.71 bbq bench
27 8
ed
rumpus
stn01
desk
island
arakoon
n
3450
scullery kitchen
u
stn01 stn01
o
books
b
2 1
.93
27
e
2.55m side setback
s i t
9
500
2 x mdp01 2 x mdp01 2.05m side setback
glass roof over dashed
10 floor over dashed 1.55m side setback
beach store
1550
20 20
con01
2 x mdp01
mdp01
11 site boundary | 72°28'00" | 40.234m
.17
28
public pathway
.39 24 23 22 21
28
25
28
26
27
6
.44
28
31
793
30
29
1 proposed ground floor plan RP 48111
1:100 adjacent multi
s t or e y d w e l l i n g
(Una S
ble t L28.45 DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
o Op s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
en) JN B 29.11.17 CLIENT ISSUE
24 Arakoon Crescent Brad & Sam floor plans SD 200.03 B SCALE
TH
1:100
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au JN A 21.11.17 CLIENT ISSUE
NOR
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER proposed ground floor
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
schematic design
1:1 @ A3
Page 31
adjacent multi
s t or e y d w e l l i n g
M
N
L
3000 34m
C D E F G H J K 910 " | 4
0.2
° 3 4'00
2800 1550 1980 3120 1250 4000 1410 ary | 242
21
b ound
site
B
A
22
4250
tback
side se
1.55m
3
tback
side se
2.05m
4
tback
side se
2.55m
9
.64
27
.45
27
3 rwh02 +
.49 roof garden
edr02
27 mdp01
SL lgp01
1 4
38 2x edr02
1550
.1
870
26 4
6.1
IL2 5
89m
mbg01
2
1220
12.05m rear se
15.05m rear se
1390
.53
6
0" | 12.3
27
3 794
ed
1980
under dash
tback
tback
RP 48111
tback
7°31'0
7 6.00m front se
line of builder
crescent
lightweight roof
1750
mts01
dary | 33
.71 line of builder under dashed
27 8
roof garden fall
lgp01
mbg01
arakoon
n
3450
b o u
.93
27
e
2.55m side setback
s i t
9
500
2.05m side setback
gls01 glass roof rwh01 +
10 2 x mdp01 1.55m side setback
1550
2x edr02
11 site boundary | 72°28'00" | 40.234m
.17
28
public pathway
.39 24 23 22 21
28
25
28
26
27
6
.44
28
31
793
30
29
1 proposed roof plan RP 48111
1:100 adjacent multi
s t or e y d w e l l i n g
(Una S
ble t L28.45 DRAWN REV DATE ISSUE PROJECT CLIENT DRAWING NAME PHASE DWG NO REV PROJECT NO 0233
o Op s t u d i o 2 . 2 2 w y a n d r a s t r e e t . n e w s t e a d . q l d . 4 0 0 6
en) JN B 29.11.17 CLIENT ISSUE
24 Arakoon Crescent Brad & Sam floor plans SD 210.01 B SCALE
TH
1:100
p 07 3257 7288 | m 0409541462 | w www.lockyerarchitects.com.au JN A 21.11.17 CLIENT ISSUE
NOR
shaunlockyerarchitects pty ltd Sunshine Beach QLD 4567
Lot 764 on RP 48111
HOPPER proposed second floor
schematic design
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Discrepancies to be brought to the attention of the author. Any dimensions not nominated must be referred to the Architect for confirmation. The concepts and information contained in this document are the copyright of Architect. Use or copying of the document in whole or in part without the written permission of the Architect constitutes an infringement of copyright.
1:1 @ A3
Used in these records
Attachment D - Stormwater Report.PDFRelated documentApplication case desk ↗
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