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Hydraulic Assessment 29 August 2024
Attached to the e-mail Operational Works Application OPW25/0049 - Cover Letter, DA Form 1, Hydraulic Assessment 29 August 2024 - 38 Barina Ct_ Pomona - Email 1 of 2.
MARK KUSSROW
38 Barina Court, Pomona
Local Hydraulic Assessment
BBNE00000_0020-REP-001-0
29 AUGUST 2024
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0
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DISCLAIMER This Report has been prepared on behalf of and for the exclusive use of Mark Kussrow and is subject to and issued in accordance with Mark Kussrow instruction to Engeny Australia Pty Ltd (Engeny). The content of this Report was based on previous information and studies supplied by Mark Kussrow. Engeny accepts no liability or responsibility whatsoever for it in respect of any use of or reliance upon this Report by any third party. Copying this Report without the permission of Mark Kussrow or Engeny is not permitted. Rev Date Description Author Reviewer Project Mgr. Approver 0 29/08/2024 Client Issue Lewis Hamilton Brendon Bolt Lewis Hamilton Brendon Bolt Signatures: 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 ii
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CONTENTS
1. Introduction 1
1.1 Site Characteristics 1
1.2 Project Purpose and Scope 2
1.3 Project Data and Guidelines 2
2. Hydraulic Assessment 5
2.1 Local Hydrology Model 5
2.2 Hydraulic Model 8
3. Conclusion 12
4. Qualifications 13
Appendices
Appendix A: Site Survey 14
Appendix B: Model Data and Calculations 15
Appendix C: Hydraulic Model Results 16
Tables
Table 3.1: Catchment Parameters ....................................................................................................................................................................... 5
Table 3.2: Key Modelling Parameters – Hydrology .............................................................................................................................................. 7
Table 3.3: Peak Discharge Comparison – Existing Case Rational Method & WBNM ........................................................................................... 7
Table 3.4: Adopted Manning’s ‘n’ Roughness ..................................................................................................................................................... 8
Figures
Figure 1.1: Site Locality ........................................................................................................................................................................................ 1
Figure 2.1: Catchment Plan .................................................................................................................................................................................. 6
Figure 2.2: TUFLOW Setup ................................................................................................................................................................................... 9
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 iii
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1. INTRODUCTION
Engeny Australia Pty Ltd (Engeny) have been engaged by Mark Kussrow to prepare a Hydraulic Assessment to support development works
at 38 Barina Court, Pomona (the Site). The Site is located within the Noosa Council (NC) Local Government Authority (LGA) area.
The Reconfiguring A Lot (RAL) was approved by NC on the 24th April 2024 (application no: RAL22/0034). This hydraulic assessment has been
prepared to address items within:
• Condition 25 of the Decision, which requires all works to be carried out in accordance with the recommendations in Section 5 of Tectonic’s
Geotechnical Investigation of Existing Dam Report (22244-002-Rev1) dated 26 February 2024, which states:
– A civil/hydraulic RPEQ must complete an assessment of the catchment hydrology and anticipated flows. Subject to the results of the
civil/hydraulic assessment, the existing spillway may need to be upgraded to ensure that a minimum freeboard of 1 m is maintained
beneath the embankment crest, thus preventing water overtopping the embankment including during flood events.
– Depending on the civil/hydraulic assessment and the anticipated stormwater flows, the existing channel along the embankment toe
may also require upgrades to accommodate future flows during flood events. Stormwater flows must not be allowed to overtop the
dam embankment crest or associated discharge channels.
– Areas exhibiting existing erosion scours within the main spillway discharge channel must be reinstated and protected from future
erosion. The erosion protection required will be dependent on the anticipated stormwater flows which are to be determined by
hydraulic analysis by a civil/hydraulic RPEQ. An indicative specification for rock fill is provided below, however the necessary grading
for the rock fill should be assessed by a hydraulic or civil RPEQ prior considering anticipated stormwater velocities.
Condition 16 also requires any upgrade works associated with the dam to be undertaken in accordance with an Operational Works approval.
This report will provide the guidance for any upgrades which will be detailed and completed by others.
1.1 Site Characteristics
The Site has an approximate area of 6.4 ha, has narrow frontage to Barina Court in the north-eastern corner, and direct frontages to Pomona
Connection Road and Cooroy-Gympie Road (Old Bruce Highway) along the western and southern boundaries, respectively. The existing dam
is located within the north-eastern corner of the Site, with the main dam along the western boundary.
The geotechnical investigation has identified the dam construction took place between 1986 and 1993. The location of the Site is shown in
Figure 1.1 below, while detailed survey is provided in Appendix A.
FIGURE 1.1: SITE LOCALITY
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 1
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1.2 Project Purpose and Scope The purpose of this Local Hydraulic Assessment (LHA) is to complete an assessment of the catchment hydrology and anticipated design flows through the dam spillway, and identify any upgrades required to ensure that a minimum dry freeboard of 1 m is maintained beneath the embankment crest. Additionally, the assessment is to identify works required to accommodate future flows during flood events, not allowing the embankment crest or discharge channels to overtop. A specification for a rock-lined chute has been provided based on the anticipated stormwater velocities and other flow characteristics in the channel downstream of the dam spillway in the hydraulic model results. 1.3 Project Data and Guidelines The following data has been utilised for this assessment: • Design inputs for hydrologic and hydraulic modelling from the Australian Rainfall and Runoff Data Hub; • Rainfall and Meteorological Data by Australian Bureau of Meteorology (BoM); and, • Aerial LiDAR data of the ANZLIC Committee on Surveys and Mapping (ELVIS, https://elevation.fsdf.org.au/). • Site Survey (CadCon – 8 May 2024). The guidelines, standards, and codes considered during the assessment were as follows: • Noosa Plan 2020; • Planning Act 2016 and the associated State Planning Policy (DILGP, 2017); • Rock Sizing for Small Dam Spillways (Catchments and Creeks, 2014); • Queensland Urban Drainage Manual 2017 (QUDM); and, • Australian Rainfall and Runoff 2019 (ARR) 2019 (Ball, et al, 2019). Reference documents relevant to the assessment are: • Noosa Council Decision Notice (ref: RAL22/0034 dated 24 April 2024). • Approved RAL Plan prepared by CadCon (Drawing Number: 219101-03-01). • Geotechnical investigation of Existing Dam prepared by Tectonic (Project No. 22244-002-Rev1). 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 2
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2. SITE INSPECTION
A site inspection was completed on 25 July 2024, with a general overview of the existing dam overflow and outlet channel provided below.
• Figure 2.1 highlights the current overflow point from the dam, which highlights a number of tree roots growing across overflow point
and has resulted in a build-up of debris, silt and plant growth at this location. The level at which the dam overflows appears to have
increased over time with the sediment build up.
• Figure 2.2 details the upstream section of the overflow channel which highlights a number of tree roots from the adjoining pine tree
growing across the overflow channel with channel batters noted as being quite steep.
• Figure 2.3 details the downstream section of the overflow channel which highlights the overflow is currently bare earth with channel
batters noted as being quite steep and signs of erosion occurring.
FIGURE 2.1: DAM OVERFLOW
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 3
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FIGURE 2.2: DAM OVERFLOW CHANNEL - UPSTREAM FIGURE 2.3: DAM OVERFLOW CHANNEL - DOWNSTREAM 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 4
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3. HYDRAULIC ASSESSMENT
3.1 Local Hydrology Model
The objective of the hydrologic assessment is to determine the anticipated flows from the local catchment to be used as inflows to the
hydraulic model and assess the performance of the dam spillway.
Hydrologic modelling of the catchment has been carried out using WBNM software developed jointly by the University of Wollongong, Rienco
Consulting and Balance R&D. The 2019 version has been used for this investigation with ARR2019 hydrology being used.
Modelling has been carried out for the 1% AEP storm event for a range of durations.
3.1.1 Catchments
The dam has a catchment area of approximately 12.82 hectares. Additionally, about 1.42 hectares of the catchment discharges to a road
adjacent to the dam, with a portion of the runoff overtopping the road and flowing into the dam. The total contributing catchment area of
14.24 hectares has been included in this assessment. The catchment and impervious percentages are detailed below in Table 3.1. Fraction
impervious values have been based on aerial imagery. The dam is in Sub-Catchment D which has been shown in bold.
A catchment plan is provided in Figure 3.1.
TABLE 3.1: CATCHMENT PARAMETERS
Sub-Catchment Area (ha) Fraction Impervious (%)
A 9.01 16.38
B 2.27 12.64
C 0.85 28.35
D 1.54 21.1
E 0.57 26.84
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 5
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Be ENGENY (110 man» —\ (J 120maHD | [5] 130 mano [J 140 max (1) 160 maHD Hy 170 mat [=| Catchment [ase Cadastre (_} Site_| FIGURE 3.1: CATCHMENT PLAN 38 BARINA COURT, POMONA | BBNEO0000_0020-REP-001-0 6
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3.1.1 Modelling Parameters
A hydrologic analysis of the Site and contributing catchments has been undertaken to determine the pre- and post-development peak
discharges. Key hydrologic model details are provided in Table 3.2.
TABLE 3.2: KEY MODELLING PARAMETERS – HYDROLOGY
Parameter Details Basis / Comments
Software WBNM -
Approach ARR 2019 Methodology -
Pervious Initial and Continuing
51mm and 3mm/hr ARR Data Hub
Losses
Lat: -26.383
Temporal Patterns East Coast North (ECNorth) Long: 152.839
Median pre-burst depths have been subtracted
Pre-Burst Median from the total storm initial loss.
BOM Rainfall IFD Data System
IFD - Lat: -26.383
Long: 152.839
3.1.2 Rational Method Validation
The peak flow estimates from the hydrologic model were validated using the Rational Method at the catchment outlet. The difference
between peak flows was 0.1m³/s (3%), indicating that the WBNM model is suitable for use and there are no gross errors. As such the model
is considered suitable for this assessment.
TABLE 3.3: PEAK DISCHARGE COMPARISON – EXISTING CASE RATIONAL METHOD & WBNM
1% AEP
WBNM (m3/s) 3.7
Rational (m3/s) 3.6
Difference (m3/s) 0.1
Difference (%) 3
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 7
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3.2 Hydraulic Model Hydraulic modelling of the local catchment has been carried out using TUFLOW software developed by BMT WBM. TUFLOW is a computational engine that provides one-dimensional (1D) and two-dimensional (2D) solutions for the free surface flow equations to simulate flood and tidal wave propagation. The Heavily Parallelised Compute (HPC) computational method has been applied using 2023-10-AE version of TUFLOW. Modelling assumptions and outcomes are described below. 3.2.1 Model Setup The assessment has considered a range of storm durations (15 min to 720 min) and temporal patterns, and the identified critical event was the 120-minute duration, temporal pattern 4. The critical duration was identified as the storm duration producing the peak water level, based on the temporal patterns producing peak levels just above the median. A summary of the model setup is detailed below with TUFLOW model setup presented below in Figure 3.2. 3.2.1.1 Topography The model topography has been based upon 2015 Light Detection and Ranging (LiDAR) along with the detailed site survey. The catchment has been modelled using a 1m hydraulic model grid size. 3.2.1.2 Boundaries The inflow boundaries for the catchment have been read into the model using inflow polygons (2d_sa) to represent inflow from the WBNM hydrology model. The outflow boundaries for the model have been applied 300m downstream of the existing dam, and 11m below the dam spillway elevation. Normal depth rating curves have been adopted for the downstream of the site with a water surface slope of 0.01 m/m, and the downstream of the adjacent road with a water surface slope of 0.02m/m. 3.2.1.3 Roughness The model roughness is represented by the Manning’s roughness coefficient, n, in the TUFLOW materials file. Manning’s coefficients have been applied to reflect the land use within the catchment, based on aerial imagery and conditions noted during a site visit. Roughness coefficients are outlined in Table 3.4, while the spatial distribution of material types in the TUFLOW model extent is included in Figure 3.2. TABLE 3.4: ADOPTED MANNING’S ‘N’ ROUGHNESS Land Use Manning’s ‘n’ Road 0.025 Water 0.025 Low Density Vegetation 0.035 High Density Vegetation 0.090 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 8
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FIGURE 3.2: TUFLOW SETUP 3.2.1 Results The hydraulic result maps are presented in Appendix C and have been prepared to detail the peak flow depth, velocity and height in relation to the dam spillway and outlet channel. The result highlight that flows over the dam spillway do not overtop the dam embankment crest or associated discharge channels. Peak flow depths of up to 0.90 m and 0.65 m are noted through the dam spillway and outlet channel respectively in the 1% AEP event. Velocities in the spillway channel are generally around 3.5 m/s, with a peak velocity of 5.1 m/s at the outlet of the channel. The peak 1% AEP flood level in the dam is 112.05 m AHD, which demonstrates flood flows up to the 1% AEP event will not exceed the current minimum crest height of 112.24 m AHD. 3.2.1.1 Spillway The minimum overtopping level for the dam crest has been obtained from the survey at 112.24 m AHD. To maintain the necessary freeboard to prevent water overtopping the embankment including during flood events, the minimum level of the spillway must be set at least 1 meter below the crest level. The existing spillway level downstream of the blockage caused by the tree roots is noted at 111.09 m AHD, ensuring a freeboard of 1.13 meters under normal conditions. 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 9
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To maintain the integrity of the spillway and prevent any potential obstructions or weakening of the structure, it is required to trim or remove
tree roots that have encroached upon the existing spillway area. Uncontrolled growth of vegetation can undermine the structural soundness
of the spillway, reducing its effectiveness and increasing the risk of overtopping. Regular maintenance should be conducted to ensure that
the spillway remains clear and fully operational at all times.
The design of the spillway should incorporate a minimum base width of 1 meter to effectively handle the expected flow of water. Additionally,
the spillway should have side batters with a minimum slope of 1:2 (vertical to horizontal). This ensures structural stability and facilitates the
safe passage of water through the spillway during peak discharge events. The maximum level of the spillway overflow should be 111.24 m
AHD, to ensure the 1m dry freeboard is maintained.
3.2.1.2 Spillway Channel Protection
It is proposed to incorporate dumped rock into the spillway and channel outlets to prevent erosion as a result of concentrated lateral flow
through the spillway. The principal design features and adopted rock protection of the downstream channel is summarised below for two
options:
(1) Maintain the existing channel profile with 1m base width; and
(2) Widen the base of the channel to 2m width – the purpose of widening the base is to reduce the required d50 and dumped rock
thickness.
Table 3.5: Spillway Channel Design Parameters
Parameter Result
Design Discharge 2.88 m3/s
Batter Slopes 1H:2V
Longitudinal Grade 10 %
Option 1 – Maintain 1m base width
D50 Rock Dimension 500
Dumped Rock Thickness 1000
Option 2 – Increase base width to 2m
D50 Rock Dimension 300
Dumped Rock Thickness 600
Energy dissipation at the outlet of the spillway channel is provided by a batter chute outlet structure. The rock pad has been designed to
control soil erosion adjacent to the outlet and to dissipate the flow energy, with parameters informed by the TUFLOW hydraulic model
results.
Table 3.6: Rock Pad Design Parameters
Parameter Result
Velocity of Flow into Outlet Structure 5.0 m/s
Depth of Approach Flow 0.30 m
Mean Rock Size, d50 400 mm
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 10
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Parameter Result Required Length of Rock Pad 4.8 m Recommended Recess Depth, Z 0.35 m The location of the channel and rock pad energy dissipator are shown on the plan and section below. Figure 3.3: Spillway, Channel, Rock Pad, and 1% AEP Event Flood Velocity Figure 3.4: Spillway and Channel Longitudinal Section 38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 11
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4. CONCLUSION
Engeny have been engaged by Mark Kussrow to prepare a Local Hydraulic Assessment for the existing dam at 38 Barina Court, Pomona. This
hydraulic assessment has addressed the relevant items of Condition 16 and Condition 25 of the Noosa Council development approval for a
Reconfiguration of Lot, which called for a civil/hydraulic RPEQ to evaluate catchment hydrology and design flows, ensuring that the existing
spillway maintains a minimum dry freeboard of 1 m below the embankment crest. The study also examined the need for upgrades to the
existing channel along the embankment toe and identified erosion protection measures for the main spillway discharge channel.
The assessment concluded that:
• The flows through the dam spillway do not exceed the embankment crest or associated discharge channels in a 1% AEP storm event,
with the peak 1% AEP flood level in the dam is 112.05 m AHD, which demonstrates flood flows up to the 1% AEP event will not exceed
the current minimum crest height of 112.24 m AHD.
• The dam spillway is to be set at a maximum level of 111.24 m AHD to ensure the minimum 1m dry freeboard is achieved below the
minimum crest elevation (112.24 m AHD). The design of the spillway should incorporate a minimum base width of 1 meter to effectively
handle the expected flow of water. Additionally, the spillway should have side batters with a minimum slope of 1:2 (vertical to horizontal).
• The peak flow depths were within acceptable limits below the embankment crest and spillway channel, with the spillway channel showing
a peak velocity of 5.0 m/s. To prevent erosion, it is recommended to incorporate dumped rock in the spillway, channel, and outlets, with
energy dissipation provided by a batter chute outlet structure. A design was provided for two channel options, being:
– Option 1 - Maintaining the existing channel base width of 1m and batter slope of 1V:2H; and,
– Rock protection = D50 = 500mm and 1000mm thick.
– Option 2 - Widening the base width of the channel to 2m to reduce the unit flow rate and d50 rock dimension.
– Rock protection = D50 = 300mm and 600mm thick.
• For both options a rock pad is required at the channel outlet where it transitions into the next flow path. This rock back should be a
minimum 4.8m long and use D50 = 400mm rock.
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 12
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5. QUALIFICATIONS
(a) In preparing this document, including all relevant calculation, and modelling, Engeny Australia Pty Ltd (Engeny) has exercised the degree
of skill, care and diligence normally exercised by members of the engineering profession and has acted in accordance with accepted
practices of engineering principles.
(b) Engeny has used reasonable endeavours to inform itself of the parameters and requirements of the project and has taken reasonable
steps to ensure that the works and document is as accurate and comprehensive as possible given the information upon which it has
been based including information that may have been provided or obtained by any third party or external sources which has not been
independently verified.
(c) Engeny reserves the right to review and amend any aspect of the works performed including any opinions and recommendations from
the works included or referred to in the works if:
(i) Additional sources of information not presently available (for whatever reason) are provided or become known to Engeny; or
(ii) Engeny considers it prudent to revise any aspect of the works in light of any information which becomes known to it after the
date of submission.
(d) Engeny does not give any warranty nor accept any liability in relation to the completeness or accuracy of the works, which may be
inherently reliant upon the completeness and accuracy of the input data and the agreed scope of works. All limitations of liability shall
apply for the benefit of the employees, agents, and representatives of Engeny to the same extent that they apply for the benefit of
Engeny.
(e) This document is for the use of the party to whom it is addressed and for no other persons. No responsibility is accepted to any third
party for the whole or part of the contents of this Report.
(f) If any claim or demand is made by any person against Engeny on the basis of detriment sustained or alleged to have been sustained as
a result of reliance upon the Report or information therein, Engeny will rely upon this provision as a defence to any such claim or
demand.
(g) This Report does not provide legal advice.
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 13
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APPENDIX A: SITE SURVEY
Page 18
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Notes.
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
of this plan. Areas and dimensions may therefore vary on survey.
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289).
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 1 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 600 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
30
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 19
9
11
Proposed Access 112
111
110
118
109
118
116
111
115
7
11
117
114
119
110
113
112
116
Notes.
6
11
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
of this plan. Areas and dimensions may therefore vary on survey.
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
115
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289).
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 2 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 300 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
15
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 20
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Notes. 10
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
of this plan. Areas and dimensions may therefore vary on survey.
4
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
10
03
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289). 1
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 3 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 300 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
15
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 21
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10 104 1
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Notes. 10
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
of this plan. Areas and dimensions may therefore vary on survey.
4
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
10
03
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289). 1
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 4 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 300 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
15
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 22
110
104
113
112
7
10
6 04
10 104 1
8
10
105
109
102
3
10
2
10
4
3
10
10
1
11
10
1
8
10
109
108
Notes.
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
of this plan. Areas and dimensions may therefore vary on survey.
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289).
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 5 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 300 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
15
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 23
118
116
111
115
7
11
117
114
119
110
113
112
116
6
11
109
115
114
1
11
113
10
Notes.
1
112
8
1. Boundaries are compiled from DCDB and have not been surveyed in the preparation
10
of this plan. Areas and dimensions may therefore vary on survey.
IF IT IS PROPOSED TO CONSTRUCT NEW FENCES, RETAINING WALLS OR OTHER
109
STRUCTURES ON OR CLOSE TO BOUNDARIES THEN ADDITIONAL INSTRUCTIONS
AND A BOUNDARY SURVEY WILL BE REQUIRED.
2. AHD has been derived by survey from OPM171971 (RL 102.289).
3. Major contour interval is 5.0m. Minor contour interval is 1.0m.
Contours and levels shown on this plan are EXISTING SURFACE LEVELS. This survey
DOES NOT include an interpretation of NATURAL GROUND LEVEL*. IF NGL IS
NECESSARY ADDITIONAL INSTRUCTIONS WILL BE REQUIRED AND AN ADDITIONAL
SURVEY MAY BE REQUIRED.
4. Detail survey was completed on 07/11/2022.
108
* Natural or Lawful Ground Level is the ground level as defined by the relevant
planning scheme and is used for setting maximum heights of structures.
Surveyed: ARK 103 Wrigley St (Cnr Sugar Rd)
Client: Mark KUSSROW Horizontal Datum:MGA 2020 Z56 vide DCDB Drawing Number: 219101-02-02 PO Box 5774
Vertical Datum: AHD (See Note 2 for details) Sheet no 6 of 6 sheets. Drawn: JPG MAROOCHYDORE BC QLD 4558
Drawing Title: Contour & Detail Survey 5/09/2022 (P) 07 5479 5311
Co-Consultants: Rev Date Description Date:
(E) [email protected]
Site Address: 38 Barina Ct, Pomona Scale: 1: 300 at A3 (W) www.cadcon.com.au
__ __/__/____ ____________________________
15
Lot on Plan Description: Lot 3 on RP226620 0 ACN 098 201 828 Part of CadCon International Pty Ltd
Page 24
APPENDIX B: MODEL DATA AND
CALCULATIONS
38 BARINA COURT, POMONA I BBNE00000_0020-REP-001-0 15
Page 25
QUDM Rational Method (IPWEA, 2016)
Project Number BBNE0000_0020 Project Director BB
Project Name 38 Barina Ct, Pomona Project Manager LH
Catchment ID Project Modeller DW Date modified 3/07/2024
Catchment Parameters Design Event AEP (%) Rational Method Peak Flow WBNM Peak Flow (m3/s) Peak Flow Difference (m3/s) Peak Flow Difference (%)
Catchment Area (ha) 14.24 1 3.6 3.7 0.1 3%
Fraction Impervious (%) 17% Refer relevant Local Government Planning Scheme Policy 2 3.1 3.15 0.1 2%
10-year 1-hour Rainfall Intensity (mm/h)
63.6 5 2.3 2.27 -0.1 -3%
Land Description Medium Density Bush Refer QUDM (2016) Table 4.5.3 & 4.5.4 (page 4-8) 10 2.0 -2.0 -100%
Soil Permeability High Refer QUDM (2016) Table 4.5.3 & 4.5.4 (page 4-8) 18 1.7 -1.7 -100%
Runoff Coefficient (-) 0.30 20 1.6 1.46 -0.1 -8%
39 1.2 -1.2 -100%
Total Time of Concentration 12 50 1.0 0.85 -0.2 -18%
63 0.9 0.78 -0.1 -13%
Bransby-Williams
Time of Concentration (min) Design Event AEP (%) Rainfall Intensity (mm/h) Frequency Factor (Fy) (-)
#DIV/0! Refer QUDM (2016) Equation 4.9 (page 4-20)
Include in Total ToC? No 1 251.8 1.2
2 225.3 1.15
Modified Stream Velocity Method 5 188.5 1.05
Flow Path Length (m) 400 10 166.3 1
Travel Velocity (m/s) 2 Refer QUDM (2016) Table 4.6.6 (page 4-21) 18 147.4 0.95
Time of Concentration (min) 3.3 20 142.1 0.94
Include in Total ToC? Yes 39 119.8 0.85
50 105.2 0.83
Overland Sheet Flow 63 94.4 0.8
Flow Path Length (m) 50 Refer QUDM (2016) Table 4.6.4 (page 4-13)
Surface Condition Average Grassed Surface Refer QUDM (2016) Figure 4.4 (page 4-13)
Hortons 'n' (-) 0.045
Average Surface Slope (%) 30%
Time of Concentration (min) 9.0 Refer QUDM (2016) Equation 4.5 (page 4-14)
Include in Total ToC? Yes
Page 26
Peak Flow (m3/s) 4.0 3.5 3.0 2.5 2.0 15 1.0 0.5 0.0 Peak Flow Comparison —@— Rational Method —@— Hydrology Model 10 20 30 AEP (%) 40 50 60 70
Page 27
Pre-Burst Interpolated Model Rainfall Intensity (mm/h) Duration Durationinmin 63% 17 39% ply75 18% nyZ3 5 2% oa 2 min EMule 4min 5 min oO) i) rT) 25 min EL) iia 1 hour 1.5 hour 2 hour 120 3 hour 180 4.5 hour 270 6 hour 360 ew itelt lg 540 12 hour 720 18hour 1080 24hour 1440 30hour 1800 36hour 2160 48 hour 2880 72 hour 4320 96hour 5760 120 hour 7200 144hour 8640 168 hour 10080
Page 28
APPENDIX C: HYDRAULIC MODEL RESULTS
Page 29
LEGEND
Site Boundary
TUFLOW Model Boundary
Cadastral
Depth
<= 0.15 m
0.15 - 0.30 m
0.30 - 0.45 m
0.45 - 0.60 m
0.60 - 0.75 m
0.75 - 0.90 m
0.90 - 1.05 m
> 1.05 m
Page 30
LEGEND |__| Site Boundary (J TUFLOW Model Boundary [_] Cadastral Velocity Band 1 Gl <= 1.0 ms (i 1.0- 2.0 ms [J 2.0- 3.0 mis [] 3.0- 4.0 m/s Gl 4.0-5.0 ms Gl >5.0ms oes ©COPYRIGHT Engery This drawing is confidential and shall only be used forthe purpose of this project. DISCLAIMER Appendix C - 02 Draft Issue 28-08-2024 Engeny has endeavoured to ensure accuracy and —_—_ completeness of the data. Engeny assumes no legal DRAWN CHECKED wn liability or responsibility for any decisions or actions 38 Barina Court, Pomona resulting from the information contained within this Local Hydraulic Assessment APproven bare 082024 map. 1% AEP Flood Velocity mm DATA SOURCE I: N G E N Y SCALE @A3- 1:500 QLD Government Open Data Source GDA94 / MGA zone 56 BBNO00000_0020-SKC - 02 (QABNE_Projectsi8NEO0000 Mark Kussrow\BBNEOO000_0020 38 Barina Ct, Pomona FSI05 Design| QGIS\Workspaces\BBNE00000_0020-WOR-001-B Hydrology assessement workspace.qgz
Page 31
LEGEND
TUFLOW Model Boundary
Site Boundary
Cadastral
Flood level contour 1m
Flood Level
<= 103.5 mAHD
103.5 - 104.5 mAHD
104.5 - 105.5 mAHD
105.5 - 106.5 mAHD
106.5 - 107.5 mAHD
107.5 - 108.5 mAHD
108.5 - 109.5 mAHD
109.5 - 110.5 mAHD
110.5 - 111.5 mAHD
111.5 - 112.5 mAHD
112.5 - 113.5 mAHD
> 113.5 mAHD