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Request to Amend Application and Response to DSDIP's Information Request · MCU14/0009
Attached to the e-mail MCU14/0009 information response and request to amend application.
11 November 2014
SEQ North Region
Level 8, Mike Ahern Building
12 First Avenue
PO Box 1127
MAROOCHYDORE QLD 4558
Attention: Tracey Smith
Dear Tracey,
REQUEST TO AMEND EXISTING APPLICATION AND
RESPONSE TO DSDIP’S INFORMATION REQUEST (SDA-0214-008136)
Property Description: Lot 20 on SP194118
Property Address: 1 Factory Street, Pomona Qld 4568
Development Type: Material Change of Use to establish Industry (Type 2
Industrial Business) x 2
Local Authority: Noosa Council
Planning Scheme: Noosa Plan
Council’s Reference: MCU14/0009
DSDIP Reference: SDA-0214-008136
Our Reference: 52312
On Behalf Of: Keith and Christina Rolton
1.0 PREAMBLE
With reference to the above, we hereby seek to amend the existing application, which sort
Development Approval for Material Change of Use to establish a Shop (Type 2 Retail
Business) and Light Industry (Type 2 Industrial Business) to Material Change of Use to
establish Industry (Type 2 Industrial Business) x 2. Furthermore, we hereby provide a
response to DSDIP’s Information Request letter dated 27 February 2014. In this regard,
please note DSDIP formally accepted our request to extend the Information Request
Response Period, rendering the due date for our response to be 27 February 2015.
2.0 INFORMATION REQUESTED
1. The applicant is requested to amend the Site Plan to provide a more detailed analysis
of vehicle turning movements. The applicant is to ensure the following information is
included in the site plan:
# Provide clear delineation of the allowed movements throughout the site and at the
entry/exit through signage and/or line marking and narrowing of the access points.
Note: extending the central garden will assist in clarifying the access arrangements
on the site.
# Vehicle swept paths for all vehicle types utilizing the site. This is to demonstrate
that within the subject site there is sufficient provision for on-site vehicular
manoeuvring space to safely enter and exit the site regardless of any vehicles
queuing at the petrol bowsers.
In response to Item 1 of DSDIP’s Information Request, please refer to the amended Site
Plan prepared by Brad Read Design Group included within Appendix A of this response.
The amended Site Plan provides a detailed analysis of vehicle turning movements.
Furthermore, vehicle swept paths for all types of vehicles utilizing the site is clearly
depicted on the amended Site Plan to demonstrate that within the site there is sufficient
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provision for on-site vehicular manoeuvring space to safely enter and exit the site
regardless of any vehicles queuing at the petrol bowsers.
2. The applicant is to demonstrate that visibility at the proposed/existing access point
achieves the Safe Intersection Sight Distance in the Department of Transport and
Main Roads’ Road Planning and Design Manual (RPDM) and relevant sections of the
AUSTROADS Guide to Road Design, Part 4A – Unsignalised and Signalised Intersection
for a 70km/h design speed (to suit the posted speed of 60km/h).
This must be demonstrated based on the physical survey and detailed on the plans
certified by an appropriate Registered Professional Engineer Queensland (RPEQ) or
Registered Surveyor.
In response to Item 2 of DSDIPs Information Request, DSDIP are advised that due to the
location and formation of the existing on-site service station, the current access
arrangement available to the site will not be altered to facilitate the proposed
development. Keith and Christina Rolton have owned the site for 13 years, and confirm a
zero accident history with regard to vehicles entering and exiting the site.
Due to the nature of the proposed use, resulting from the amendment to the application
from a Shop (Type 2 Retail Business) to Light Industry (Type 2 Industrial Business),
limited customer access will be generated by the proposed development, with
employee/staff traffic being the primary users accessing the site. Accordingly, the existing
access configuration available to the site provides optimal access opportunity to and from
the site when considering the site’s corner lot configuration, existing and proposed on-site
uses and road order hierarchy.
3. The applicant is requested to provide a Stormwater Management and Design (water
quantity and quality) report that demonstrates that the proposed development
addresses potential stormwater impacts on the state-controlled road network. In
particular, the applicant is to demonstrate that the proposed installation of water
tanks will mitigate any increase to drainage on Kin Kin Road and will mitigate any
increase in the width of flow in the kerb or encroach onto the road.
The Stormwater Management Design must:
(a) Be certified by a Registered Professional Engineer Queensland (RPEQ)
(b) Be prepared in accordance with the department’s Road Drainage Manual and the
Environmental Protection Act 1994 and Environmental Protection (Water) Policy
2009.
(c) Demonstrate that the management of stormwater (quantity and quality) post
development can achieve a no worsening impact (on the pre-development
condition) in accordance with the design criteria in the department’s Road
Drainage Manual. Stormwater management for the proposed development must
ensure no worsening or actionable nuisance to the state-controlled road network
caused by peak discharges, flood levels, frequency/duration of flooding, flow
velocity, water quality, sedimentation and scour effects.
(d) Ensure the following are addressed, where applicable:
# All relevant legal points of discharge for the development site are identified. No
new discharge points for stormwater will be permitted on state controlled roads;
# Overland flow paths are identified and hydraulic conveyance is maintained on
the site as part of the proposed development;
# Flood storage capacity is maintained on the site as part of the proposed
development;
# The adverse impacts from sheet flow on the state-controlled road network are
prevented;
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# Existing stormwater drainage infrastructure on state-controlled road is not
interfered with or damaged such as through concentrated flows, surcharging,
scour or depositions; and
# The quality of stormwater discharge onto the state-controlled road is not
reduced through erosion and sedimentation.
(e) Include details of the mitigation measures proposed to address any potential
stormwater impacts (including flooding impacts) of the proposed development.
In response to Item 3 of DSDIP’s Information Request, please refer to the Stormwater
Management Plan prepared by Aqualntel included within Appendix B of this response.
The Stormwater Management design ensures that items a – e of DSDIP’s Information
Request, as listed above have been adequately addressed.
3.0 SUMMARY
In accordance with Section 278 of the Sustainable Planning Act 2009, we hereby provide
DSDIP with a response to all of the information requested and ask that DSDIP proceed
with the assessment of this application. Following receipt of the amended
Acknowledgment Notice we trust that DSDIP will have no outstanding issues with the
proposed development (i.e. a further information request will not be issued by DSDIP).
Should DSDIP wish to discuss any of the above matters further please do not hesitate to
contact Danya Cook on (07) 5441 2188.
Yours faithfully,
Danya Cook B.Urb. Reg. Plan, M.P.I.A., CPP, MDIA
Senior Town Planner
MURRAY & ASSOCIATES (QLD) PTY LTD
Cc. The Chief Executive Officer
Noosa Council
PO Box 141
TEWANTIN QLD 4565
Attention: Jack Lewis
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Appendix A Amended Site Plan Prepared by Brad Read Design Group [OCR of page images] MURRAY& ASSOCIATES SURVEYORS & TOWN PLANNERS Appendix A Amended Site Plan Prepared by Brad Read Design Group
Page 5
115°30" 11.596 ISSUE | DESCRIPTION DRAWN] DATE
f fe “ D EVE LO pM ENT SCH EDULE A TOWN PLANNING SUBMISSION cs 04/11/2014
GROSS FLOOR AREA
EXISTING GFA 263.0 m?
PROPOSED GFA 212.5 m?
TOTAL GFA 475.5 m?
LINE OF EXISTING
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BUILDING SETBACK
UNENCLOSED COVERED AREA
EXISTING UCA 52.0 m?
PROPOSED UCA 20.7 m?
TOTAL UCA 72.7 m?
SITE AREA 1635.6 m?
RE-DIRECT EXISTING & NEW ROOF
WATER OUTLETS TO BIO-BASIN
/ SITE COVERAGE (GFA +UCA)
DEMOLISH EXISTING
AMENITIES
/ EXISTING 315.0 m?
/ PROPOSED 233.2 m2
TOTAL SITE COVERAGE 548.2 m?
33.5 %
27m? BIO-BASIN & DETENTION /
1.5m X18.0m .
NEW LANDSCAPING 244.5 m?
LIGHT INDUSTRY
GFA 100sqm
CAR SPACES EXISTING 2 cars SITE INFORMATION
CAR SPACES NEW 6 cars LOT: 20
LISTING CAR SPACES TOTAL 8 cars PLAN: SP194118
CUSTOMER 7. PARISH: TBA
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; | 5400x2600 cof Dee Ce AREA: 1636sqm
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GENERAL NOTES
CONTRACTOR TO CONFIRM ALL DIMENSIONS & LEVELS
ON SITE PRIOR TO COMMENCEMENT OF ANY WORK
ALL CONSTRUCTION TO COMPLY WITH THE BUILDING
CODE OF AUSTRALIA
GLAZING TO BE IN ACCORDANCE WITH AUSTRALIAN
STANDARDS
DO NOT SCALE OFF DRAWINGS
DIMENSIONS TAKE PREFERENCE OVER SCALE
REFER TO CONSULTING ENGINEERS DRAWINGS FOR
ALL CIVIL, STRUCTURAL, HYDRAULIC, MECHANICAL &
ELECTRICAL DETAILS
EXISTING
DRIVEWAY
LIGHT
INDUSTRY
GFA 100sqm
(= EXISTING DRIVEWAY —————>
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MEMBERS OF:
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& Sustainable Building Designer finner & Finalist
Sunshine Coast
Level 4, 401/45 Brisbane Road
Qe La Balsa Business Centre
aA PO Box 79, Mooloolaba Q 4557
Brisbane
S Level 1, 3972 Pacific Highway
Loganholme Business Centre
NY PO Box 4171, Loganholme BC Q 4129
. g EXISTING
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Ys Interiors 8 Residential ® Commercial 8 Planning ® Hospitality ® Institutional
www.brdg.com.au ‘ABN: 60131 465891 BSA:1160937
© This drawing is protected by copyright.
All rights are reserved. Unless permitted under
the Copyright Act 1968, no part of this drawin:
may in any form or by any means be reproduced,
published , broadcast, transmitted, or altered in
any way without the prior written permission of
BRAD READ DESIGN GROUP PTY LTD
NOTE: Figured dimensions take preference to
viv vv fe vfe vw wv scale readings. Verify all dimensions and levels
en site. Report any discrepancies to the Architect
vi bo ype ‘or decision before proceeding with the work.
SITE LEGEND
— . — - —— SITE BOUNDARY
DO NOT SCALE THE DRAWING
—— — —— CONTOURS PROJECT
oe EXISTING FENCE NEW COMMERCIAL
COS UC, —— ~ = = DEMOLITION DEVELOPMENT
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BUILDING SETBACK
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EXISTING
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Page 6
Appendix B Stormwater Management Plan Prepared by Aqualntel [OCR of page images] MURRAY& ASSOCIATES SURVEYORS & TOWN PLANNERS Appendix B Stormwater Management Plan Prepared by Aqualntel
Page 7
Stormwater Management Plan 1 Factory Street, Pomona K and C Rolton [OCR of page images] Stormwater Management Plan 1 Factory Street, Pomona K and C Rolton
Page 8
AquaIntel Pty Ltd
t: +7 5414 7185 m: 0400 436 391
e: [email protected]
w: www.aquaintel.com.au
ACN: 153 875 953 ABN: 83 572 946 845
Document Information
Stormwater Management Plan
Report Title
1 Factory Street, Pomona
Version Rev A
Author(s) Brendon Bolt
Approved by KMcK (RPEQ 09298)
Signed
Date 20 August 2014
Doc No 2014024-RPT-001
Distribution TOD Consulting
AquaIntel Projects:2014024_Pomona Service Station:wp:2014024_PRJT_Pomona Service Station SMP-
Document Path:
revA.docx
Page 9
Executive Summary AquaIntel Pty Ltd was commissioned by TOD Consulting on behalf of K and C Rolton to prepare a Stormwater Water Management Plan (SMP) in response to Council’s Information Request in order to support the Material Change of Use application for the proposed light industry / commercial development at 1 Factory Street, Pomona. The site is currently a commercial site operating as a service station. The site is relatively flat and grades to the road frontage. The site does not have any external catchment which contributes to the site but is affected by regional flooding. Environmental best management practices are proposed for treatment of stormwater flowing through the site. Stormwater will be treated by a water quality improvement device prior to discharging to the receiving environment. Stormwater treatment for the site will include collection of runoff from roofed, roads and landscape areas being directed to an on- site bioretention system located along the boundary of the property. Non-worsening of peak flows from the site has been demonstrated through the incorporation of a small detention system located above the bioretention system. All runoff will be collected and directed this location prior to outleting to the frontage in Factory Street. This Stormwater Management Plan demonstrates that effective treatment of stormwater at the proposed development can be achieved through the application and appropriate design of Water Sensitive Urban Design (WSUD) principles in accordance with legislative requirements and best practice guidelines. The treatment proposed for the development site achieves the performance criteria set by the Noosa Shire Council. Through the implementation of detention system on the site non-worsening criteria has been achieved to ensure no downstream impacts.
Page 10
Contents EXECUTIVE SUMMARY I 1 INTRODUCTION 1 1.1 SITE CHARACTERISTICS 1 2 STORMWATER QUALITY 4 2.1 DESIGN OBJECTIVES 4 2.2 STORMWATER QUALITY TREATMENT 4 2.2.1 STRATEGY 4 2.3 MODELLING APPROACH 4 2.3.1 MUSIC PARAMETERS 4 2.3.2 CATCHMENT AREAS 5 2.3.3 MUSIC MODEL LAYOUT 5 2.4 TREATMENT MEASURES 6 2.4.1 BIORETENTION SYSTEM 6 2.4.2 SEDIMENT FOREBAYS 6 2.5 RESULTS 7 3 STORMWATER QUANTITY 8 3.1 EXISTING SCENARIO 8 3.2 RATIONAL METHOD CALIBRATION 9 3.3 DEVELOPED SCENARIO 10 3.4 MITIGATED SCENARIO 11 3.5 CONSTRUCTION PHASE STORMWATER MANAGEMENT 12 3.6 OPERATIONAL PHASE STORMWATER MANAGEMENT 13 4 CONCLUSIONS 14 5 REFERENCES 15 APPENDICIES Appendix 1: Concept Stormwater Plan 16 Appendix 2: Rational Method and WBNM Output 17 FIGURES Figure 1: Locality Plan 2 Figure 2: Proposed Development Layout 3 Figure 3: Model Layout 5
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TABLES Table 1: Site stormwater quality objectives (operational phase) 4 Table 2: MUSIC Base and Storm Flow Concentration Parameters – Industrial 5 Table 3: MUSIC Runoff Generation Parameters - Industrial 5 Table 6: Bioretention Basin Design Parameters 6 Table 8: MUSIC Results – Load-Based Pollutant Outputs 7 Table 9: WBNM Sub-Catchment Fraction Impervious Values – Existing Scenario 8 Table 10: Existing Scenario WBNM Outlet Peak Flows 9 Table 11: Rational Method Calibration Summary (Total Catchment) 9 Table 12: Rational Method Peak Flows Versus WBNM Peak Flows 9 Table 13: WBNM Sub-Catchment Fraction Impervious Values – Developed Scenario 10 Table 14: Developed Scenario WBNM Outlet Peak Flows 10 Table 15: Storage and Outlet Details of Underground Detention System 11 Table 16: Comparison of Existing, Developed and Mitigated WBNM Outlet Peak Flows 11
Page 12
1 Introduction
AquaIntel has been commissioned by TOD Consulting on behalf of K and C Rolton to
prepare a Stormwater Management Plan (SMP) in response to Council’s Information
Request (Ref: MCU14/0009 dated 27 February 2014) in order to support their
Material Change of Use (MCU) Application for a light industry / commercial
development on the existing site at 1 Factory Street, Pomona (Lot 20 SP194118).
The development will be required to comply with the Division 20 – Water Sensitive
Urban Design Code and Division 18—Transport, Roads and Drainage Code of the
Noosa Shire Council’s (NSC) “The Noosa Plan”. From this, the load based Water
Quality Objectives (WQO’s) stipulated in the State Planning Policy 4/10 - Healthy
Waterways and Urban Stormwater Quality Planning Guidelines 2010 (DERM, 2010)
for the South East Queensland region will be adopted for the site. The purpose of
this SMP is to identify the stormwater quality options to be implemented within the
site to achieve elements of the code. The objectives of this SMP are to:
Ensure the proposed development maintains or improves the environmental
values of the receiving waters within the receiving catchment throughout the
operational phase;
Consider suitable Stormwater Quality Improvement Devices (SQID’s) based
on Water Sensitive Urban Design (WSUD) principles;
Recommend an appropriate stormwater treatment strategy for the proposed
development that complies with Noosa Shire Council (NSC) water quality
objectives;
Ensure the development achieves non-worsening of stormwater flows
downstream of the site.
1.1 Site Characteristics
The location of the proposed development site is shown in Figure 1. The site grades
from the north to the south and connects into a stormwater pit constructed in
Factory Street road reserve at the site frontage. Site elevations range from 86.7 to
86.3 m AHD.
There are no major external catchments influencing the site, however the site is
subject to regional flooding from Cooroora Creek. The proposed new buildings
associated with the development will be raised above the 100 year flood level and
located on stumps so as not to impede flood flows. A flood search will be
completed, prior to building approval to set the minimum floor heights of the
buildings.
The proposed development layout is provided in Figure 2.
1
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LEGEND Data Source Notes:
Project: Pomona Service Station Stormwater
Management Plan
Site Locality
Figure 1 Locality Plan
Date: 15/10/2014
Drawn by: BB
Page 14
LEGEND Data Source Notes: Project: Pomona Service Station Stormwater Management Plan
Proposed development layout provided by TOD
Consulting for use in this investigation.
Figure 2 Development Layout
Date: 15/10/2014
Drawn by: BB
Page 15
2 Stormwater Quality
2.1 Design Objectives
This report identifies the stormwater quality management objectives for the
operational phase (post-construction phase) of the proposed development.
Construction based stormwater quality management objectives will need to be
addressed as part of operational works documentation.
The load based Water Quality Objectives (WQO’s) stipulated in the State Planning
Policy 4/10 - Healthy Waterways and Urban Stormwater Quality Planning Guidelines
2010 (DERM, 2010) for the South East Queensland region will be adopted for the
site. The applicable water quality design objectives for the site are shown in Table 1
below.
Table 1: Site stormwater quality objectives (operational phase)
Minimum reductions in mean annual loads from unmitigated development (%)
Total Suspended Total Phosphorous Total Nitrogen Gross pollutants
Solids (TSS) (TP) (TN) >5 mm
80 60 45 90
2.2 Stormwater Quality Treatment
2.2.1 Strategy
The objective of this report is to assess the stormwater quality measures required
based on the development layout prepared in support of the Material Change of Use
application for the site. The treatment for the proposed development consists of
runoff from the site being collected and directed to a bioretention system located
along the western boundary of the site prior to discharge from the site. Whilst
majority of the site is currently impervious (developed), the treatment facility has
been sized to treat the entire site and not just the new development area.
2.3 Modelling Approach
2.3.1 MUSIC Parameters
An assessment of stormwater runoff quality from the proposed development site
has been assessed using the Model for Urban Stormwater Improvement
Conceptualisation (MUSIC) – Version 6.01, released in 2013.
Climate data for the catchment was sourced from the MUSIC model database. The
rainfall and evaporation data template for this site has been based on data from
Cooroy from 1/1/1973- 31/12/1983 with six (6) minute rainfall duration.
Table 2 and Table 3 outline the adopted source node parameters from “MUSIC
Modeling Guidelines” (Water By Design, 2010) that were used in the MUSIC model.
In setting up the model a fraction impervious of 89% was applied to represent the
portion of hardstand and roof the will exist over the site post development
4
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Table 2: MUSIC Base and Storm Flow Concentration Parameters – Industrial
Total Suspended Total
Total Nitrogen
Solids Phosphorous
(Log10 mg/L)
Land Use Parameter (Log10 mg/L) (Log10 mg/L)
Storm Base Storm Base Storm Base
Flow Flow Flow Flow Flow Flow
Mean 1.92 0.78 -0.59 -1.11 0.25 0.14
Industrial
Std Deviation 0.44 0.45 0.36 0.48 0.32 0.20
Table 3: MUSIC Runoff Generation Parameters - Industrial
Parameter Industrial
Rainfall Threshold (mm) 1
Soil Capacity (mm) 18
Initial Storage (%) 10
Field Capacity 80
Infiltration Capacity Coefficient a 243
Infiltration Capacity Coefficient b 0.6
Initial Depth (mm) 50
Daily Recharge (%) 0
Daily Drainage (%) 31
Daily Deep Seepage Rate (%) 0
2.3.2 Catchment Areas
The development site has been represented as one catchment to reflect the
development proposal. The catchment reporting to the treatment device is limited
to the site itself. The catchment area is 0.164 ha
2.3.3 MUSIC Model Layout
As the management of urban stormwater needs to take a holistic approach, a
number of management measures need to be implemented where possible. The
correct utilisation of treatment devices is imperative to target the desired pollutants,
from the gross solids to the fine colloidal partials. Figure 3 shows the MUSIC model
layout for the development.
Figure 3: Model Layout
5
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2.4 Treatment Measures
Runoff from the development will be treated via one (1) bioretention system. The
locality of the treatment devices are detailed in Appendix 1.
2.4.1 Bioretention System
Bioretention systems use ponding above a treatment surface to maximise the
volume of runoff flowing through the filtration media. They typically convey flows
above the design event through overflow pits or a weir. The treatment system
operates by firstly filtering surface flows through surface vegetation and then
percolating runoff through prescribed filtration media. This media provides
treatment through fine filtration, extended detention and biological uptake of
nutrients.
As these systems take approximately 12-24hrs to drain, the maximum depth of
ponding allowed to occur over the filter area has been limited to 100mm, with a
minimum filter media depth of 400mm. Table 4 summarises the proposed design
parameters for each bioretention system for this development. Indicative
bioretention locations are highlighted in Appendix 1. The extended detention depth
has been conservatively estimated as 10% more than the filter area.
Table 4: Bioretention Basin Design Parameters
Parameter Values
Extended Detention Depth (m) 0.10
2
Storage Surface Area (m ) 27
2
Filter Media Area (m ) 24
Unlined Filter Media Perimeter (m) 0.01
Saturated Hydraulic Conductivity (mm/hr) 200
Filter Depth (m) 0.4
TN Content of Filter Media (mg/kg) 400
Orthophosphate Content of Filter Media (mg/kg) 50
Exfiltration Rate (mm/hr) 0.0
Overflow Weir (m) 2.0
2.4.2 Sediment Forebays
Sediment forebays are not proposed as part of the sites treatment due to the small
size of the development that is contributing to the bioretention system (<2ha). In
line with Bioretention Technical Design Guidelines – Version 1 (WaterbyDesign,
2012), it is recommended that pretreatment of runoff using sediment forebay’s are
not required in situations where the contributing developed catchment is less than
2ha (refer Table 14 of the guideline).
6
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2.5 Results
MUSIC modelling of the proposed treatment for the light industry / commercial
development at 1 Factory Street, Pomona, was performed to ensure the identified
load based Water Quality Objectives were achieved. Table 5 presents the load-
based outputs that are represented by this MCU application.
Table 5: MUSIC Results – Load-Based Pollutant Outputs
Reduction
Unmitigated Mitigated Target
Pollutant Achieved Compliance
(kg/yr) (kg/yr) Reduction
(%)
Flow 2.3 2.24 2.4 - -
TSS 322 54 83.2 80%
TP 0.84 0.34 60.1 60%
TN 5.3 2.6 50.6 45%
GP 52.8 0 100 90%
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3 Stormwater Quantity
The objective of this component of the study is to investigate the potential impact
that the proposed development will have on peak flows discharging downstream of
the site. Where any increases in peak flows occur, potential mitigation options will
be investigated in the form of a detention system.
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 January 2007 version has been used for this investigation. A peak flow
rational method calibration has also been carried out.
Modelling has been carried out for the 1, 2, 5, 10, 20, 50 and 100 year ARI storm
events. The following scenarios have been investigated:
1. Existing Scenario
2. Developed Scenario
3. Mitigated Scenario
3.1 Existing Scenario
As the site is relatively small and draining to a central outlet the WBNM model for
the site has been represented as one catchment with an area of 0.164ha, which is
the site itself.
Catchment fraction impervious has been calculated based on aerial imagery data.
The existing scenario sub-catchment areas and fraction impervious a value for the
catchment is tabulated below in Table 6.
Table 6: WBNM Sub-Catchment Fraction Impervious Values – Existing Scenario
Existing Scenario
WBNM Sub-Catchment Area (ha)
Impervious (%)
SUB1 0.164 69
The WBNM model has been calibrated to Rational Method derived peak flows at the
catchment outlet. Details of the Rational Method calibration are provided in Section
3.2.
The WBNM model has been calibrated by adjusting the WBNM catchment lag
parameter. The value of the catchment lag parameter adopted for the investigation
is 2.0, which is within the accepted range of values provided in the WBNM technical
reference manual. Rainfall loss rates adopted for this investigation are an initial and
continuing loss of 0mm and 2.5mm for pervious, and 0mm and 0mm for impervious.
WBNM modelling has been carried out for the range of standard design ARI events
ranging from 1 year up to 100 years. Modelling has also been carried out for the full
range of standard design event storm durations ranging from 15 minutes up to 3
hours. Peak flows tabulated in this report represent the peak values extracted from
this range of storm events.
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Page 20
Table 7: Existing Scenario WBNM Outlet Peak Flows
1yr ARI 2yr ARI 5yr ARI 10yr ARI 20yr ARI 50yr ARI 100yr ARI
Catchment (m3/s) (m3/s)
(m3/s) (m3/s) (m3/s) (m3/s) (m3/s)
Outlet 0.048 0.062 0.078 0.088 0.101 0.112 0.125
3.2 Rational Method Calibration
The existing scenario WBNM model has been calibrated to Rational Method derived
peak flows at the outlet of the catchment draining to the Hill Street road reserve to
the south-east of the site (WBNM catchment node ‘Outlet’). Calibration has been
achieved by the catchment lag parameter. The adopted calibration parameters are
detailed in the Section 3.1.
A summary of the Rational Method calculation is provided below in Table 8 and
additional details of the Rational Method calculation are provided in Appendix 2 of
this report.
Table 8: Rational Method Calibration Summary (Total Catchment)
Parameter Value
Time of Concentration (tc) 6 minutes
Catchment Area 0.164 hectares
C10 Value 0.88
100 year Rainfall Intensity (6 minute duration) 296 mm/hr
A comparison of peak Rational Method flow rates compared with peak WBNM
model flow rates are provide in Table 9 below.
Table 9: Rational Method Peak Flows Versus WBNM Peak Flows
5yr ARI 10yr 20yr 50yr
1yr ARI 2yr ARI 100yr ARI
Catchment (m3/s) ARI ARI ARI
(m3/s) (m3/s) (m3/s)
(m3/s) (m3/s) (m3/s)
WBNM 0.033 0.045 0.063 0.074 0.089 0.114 0.133
Rational 0.048 0.062 0.078 0.088 0.101 0.112 0.125
% Difference 30.9 27.3 19.1 15.5 11.5 -2.2 -6.2
The above results show that a reasonable peak flow calibration has been achieved
from the WBNM model when compared to a Rational Method calculation. The
WBNM model produces a higher peak in the smaller events, however, this would be
considered acceptable in assessing non-worsening of flows.
9
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3.3 Developed Scenario
The proposed development has been incorporated into the WBNM model by
adjusting the site sub-catchments and the fractions impervious values. Fraction
impervious values of the existing and proposed scenarios are provided in Table 10
below.
Table 10: WBNM Sub-Catchment Fraction Impervious Values – Developed Scenario
WBNM Sub- Developed Scenario Existing Scenario
Area (ha)
Catchment Impervious (%) Impervious (%)
SUB 1 0.164 89 69
Peak flows tabulated in this report represent the peak values extracted from the
modelled range of storm events.
Table 11: Developed Scenario WBNM Outlet Peak Flows
Existing Peak Flow Developed Peak Flow Change in Peak Flow
(m3/s) (m3/s) (m3/s)
1 year 0.048 0.05 0.002
2 year 0.062 0.063 0.001
5 year 0.078 0.079 0.001
10 year 0.088 0.089 0.001
20 year 0.101 0.102 0.001
50 year 0.112 0.114 0.002
100 year 0.125 0.127 0.002
It can be seen that the peak flows have increased to the catchment outlet. This is a
result of the development site increasing the impervious area. Mitigation within the
catchment will be required.
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3.4 Mitigated Scenario
When comparing the peak flows in the existing and developed scenario, increases in
the peak discharge occur at the catchment outlet. As a result a detention system will
be required in order to achieve non-worsening from the site.
All modeling parameters remain consistent between the developed and mitigated
scenarios, with the addition of a detention system before outlet to site (refer
Appendix 1). The storage details included within the model are provided in Table
15.
Table 15: Storage and Outlet Details of Underground Detention System
Storage
Storage Height Outlet Configuration Peak 100yr WSL
Volume
1 x 300mm at RL0.0m; and
10m3 0.3m RL0.3m
1.5m wide weir at RL0.22m
A comparison of the peak flows between the existing, developed and mitigated
scenarios are presented below in Table 16. It can be seen that non-worsening of
peak flows are achieved at each outlet to the site.
Table 16: Comparison of Existing, Developed and Mitigated WBNM Outlet Peak Flows
Existing Peak Developed Peak Mitigated Peak Change in Peak
Flow (m3/s) Flow (m3/s) Flow (m3/s) Flow (m3/s)
1 year 0.048 0.05 0.044 -0.004
2 year 0.062 0.063 0.062 0
5 year 0.078 0.079 0.078 0
10 year 0.088 0.089 0.088 0
20 year 0.101 0.102 0.101 0
50 year 0.112 0.114 0.112 0
100 year 0.125 0.127 0.123 -0.002
WBNM outputs are provided in Appendix 2 of this report.
11
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3.5 Construction Phase Stormwater Management
The management of the site during the construction phase is an important step in
ensuring water quality standards are achieved. Implementation of best practice
Erosion and Sediment Control techniques is imperative to managing the quality of
runoff affected by construction works.
The following points provide general guidance on the management of stormwater
during the construction phase. Detailed Erosion and Sediment Control Management
Plans should be developed prior to construction works commencing in accordance
with Council’s Maroon Manual - “Manual for Erosion and Sediment Control”.
1. Establish a single stabilised entry/exit point for the site works;
2. Construct a shake-down grid at the entrance to facilitate the removal of
sediment from vehicles leaving the site, which should comprise a 150-200mm
deep pad of 40mm crushed rock;
3. Install sediment fences along the lower boundaries of the site;
4. Install bins and/or wind-proof litter areas on-site to minimise the dispersion
of gross pollutants;
5. Maintain on site spare materials necessary for the emergency repair of all
erosion control devices. This includes silt fences and clean crushed rock for
reapplication to the entrance;
6. Following each days construction works, ensure that any material on road
surfaces is swept from the road, and not permitted to be washed down the
gutters and piped drainage systems.
7. Final establishment of bioretention basin should not occur until full
stabilisation of upstream site has occurred; preferably these should be
temporarily turfed while commercial construction is occurring.
It shall be the responsibility of the developer, through their principal contractor, to
ensure that temporary sediment and erosion controls are installed and maintained
correctly.
Experience shows that the critical periods in the life of WSUD vegetated stormwater
systems are the construction and establishment phases. The timing and approach to
these systems must be carefully considered to ensure successful establishment and
long-term performance. Bioretention systems are now common stormwater
treatment devices for new urban developments in South East Queensland.
Successful construction and allowing adequate time for the systems to establish is
critical to their long-term performance and function. Construction of the system is
also linked to having suitable bioretention designs in place to ensure, civil
contractors have appropriate plans to construct to. Applying due care in the design
and construction phase will ensure the function of the system whilst also keeping
on-going maintenance to a minimum. It is highly recommended that the constructed
activities be completed in accordance with the Construction and Establishment
Guidelines: Swales, Bioretention Systems and Wetlands (Apr 2010).
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3.6 Operational Phase Stormwater Management
The bioretention system will be owned by the developer (body corporate), who as
the asset custodian, will be responsible for the on-going maintenance of the water
quality device. Maintenance for the bioretention basin may involve the following:
1. Scheduled inspections;
2. Removal of noxious plants or weeds;
3. Maintaining the desired vegetation;
4. Repairing erosion;
5. Unblocking inlets and outlets;
6. Removing litter and debris;
7. Managing algal or moss growth;
8. Maintaining the permeability of the filtration.
Operations and maintenance should be conducted in accordance with the
Maintaining Vegetated Stormwater Assets (Feb 2012) guideline.
13
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4 Conclusions
It can be seen from the results, presented in Table 8 that the treatment proposed for
the development site achieves the performance criteria set by the NSC. Annual Load
Reductions of Total Suspended Solids (TSS), Total Phosphorus, Total Nitrogen (TN)
and Gross Pollutants (GP) between the Mitigated and Unmitigated Scenarios have
been achieved.
It is proposed that a detention system be constructed within the site in order to
achieve Council’s non-worsening criteria. Table 16 provides a comparison of the
peak existing, developed and mitigated flows. It can be seen that whilst peaks flows
increase under the developed scenario, the modeled mitigation solutions ensure
non-worsening is achieved.
The site is affected by flooding from Cooroora Creek and it is recommended a flood
search is completed so as to set the minimum floor heights of the building. Buildings
will be raised on stumps to be above the flood height as to not impede flood flows.
This plan demonstrates that effective treatment of stormwater at the proposed
development can be achieved through the integration of Water Sensitive Urban
Design (WSUD) principles. Through the incorporation of a bioretention and
detention system, the plan successfully demonstrates:
Compliance with the requirements of NSC’s Load Based Objectives;
Ecological sustainability in terms of the development’s impact upon receiving
waters and the viability of the proposed site development; and
Compliance with NSC non-worsening of peak flows in the 1, 2, 5, 10, 20, 50 and
100 year ARI storm event.
14
Page 26
5 References
1. WaterbyDesign (2012), “Maintaining Vegetated Assets”.
2. WaterbyDesign (2012), “Bioretention Technical Design Guidelines”.
3. WaterbyDesign (2010), “MUSIC Modelling Guidelines”.
4. Noosa Shire Council (2013), “The Noosa Plan”.
5. Healthy Waterways (June 2006), “Water Sensitive Urban Design Technical
Design Guidelines for South East Queensland”.
6. Queensland Government – Natural Resources and Water (2007),
“Queensland Urban Drainage Manual – Volume 1 2nd Edition”.
7. Queensland Government (2010), “State Planning Polity 4/10 - Healthy
Waterways”.
8. Queensland Government – Department of Environment, Resources and
Mines (2010), “Urban Stormwater Quality Planning Guidelines”.
15
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Appendix 1: Concept Stormwater Plan
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Appendix 1: Concept Stormwater Plan
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Intelligent Water Management Solutions
Page 28
Outlet to Stormwater
LEGEND Data Source Notes: Project: Pomona Service Station Stormwater Management Plan
Proposed development layout provided by TOD
Catchment Boundary
Consulting for use in this investigation.
Bioretention Basin
Appendix 1: Concept Stormwater Plan
Additional Detention Area
Stormwater Line
Date: 15/10/2014
Flow Direction
Drawn by: BB
Page 29
Appendix 2: Rational Method and WBNM Output
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Appendix 2: Rational Method and WBNM Output
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RATIONAL METHOD SUMMARY & RAINFALL DATA
Project 1 Factory St, Pomona
Project #
Rainfall IFD Input Data (Australian Rainfall and Runoff)
2 2 2 50 50 50
I1 I12 I72 I1 I12 I72 F2 F50 G
47.98 10.23 3.38 88.59 21.13 7.61 4.39 17.57 0.15
Rainfall Intensity (mm/hr)
DURATION AVERAGE RECURRENCE INTERVAL (years)
(hours) (minutes) 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
0.083 5 118 151 189 212 242 283 315
0.1 6 111 142 178 199 228 266 296
0.167 10 91 116 146 164 187 219 244
0.25 15 76 97 123 137 158 184 205
0.333 20 66 85 107 120 138 161 180
0.417 25 59 76 96 108 124 145 161
0.5 30 54 69 87 98 113 132 147
0.75 45 43.5 56 70 79 91 107 119
1 60 37.1 47.6 60 68 78 91 102
1.5 90 28.9 37.2 47.3 53 62 73 81
2 120 24.1 31.1 39.8 45.1 52 62 69
3 180 18.7 24.2 31.1 35.4 41.1 48.7 55
4.5 270 14.4 18.7 24.3 27.8 32.3 38.5 43.3
6 360 12.0 15.6 20.4 23.4 27.3 32.6 36.7
9 540 9.29 12.1 16.0 18.3 21.5 25.8 29.1
12 720 7.75 10.1 13.4 15.5 18.2 21.8 24.7
18 1080 6.10 8.00 10.7 12.4 14.6 17.6 20.0
24 1440 5.14 6.76 9.06 10.5 12.4 15.1 17.1
30 1800 4.49 5.91 7.96 9.27 11.0 13.3 15.2
36 2160 4.01 5.28 7.14 8.33 9.88 12.0 13.7
48 2880 3.34 4.40 5.99 7.01 8.34 10.2 11.6
72 4320 2.52 3.34 4.59 5.39 6.44 7.89 9.06
Catchment Data
Details: Existing
Variable Value Units
Area: 0.164 ha
C10 0.82 fraction
Rational Method Summary
Adopted Time of Concentration (tc) 6.00 Minutes (or 0.10 hours)
AVERAGE RECURRENCE INTERVAL (years)
Variable 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 110.83 141.79 177.69 198.87 227.82 266.22 295.86
Discharge (m3/s) 0.033 0.045 0.063 0.074 0.089 0.114 0.133
C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\Hydrology\Rational_Method_Pomona 10/15/2014
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RATIONAL METHOD SUMMARY & RAINFALL DATA
Project
Project #
Rainfall IFD Input Data (Australian Rainfall and Runoff;
1 Factory St, Pomona
71, "ly "Ly 1 hy Ly F2 F50 G
47.98 10.23 3.38 88.59 21.13 7.61 4.39 17.57 0.15
Rainfall Intensity (mm/hr)
DURATION AVERAGE RECURRENCE INTERVAL (years)
(hours) | (minutes) 1 yr 2yr 5 yr 10 yr 20 yr 50 yr 100 yr
0.083 5 118 151 189 212 242 283 315
0.1 6 111 142 178 199 228 266 296
0.167 10 91 116 146 164 187 219 244
0.25 15 76 97 123 137 158 184 205
0.333 20 66 85 107 120 138 161 180
0.417 25 59 76 96 108 124 145 161
0.5 30 54 69 87 98 113 132 147
0.75 45 43.5 56 70 79 91 107 119
1 60 37.1 47.6 60 68 78 91 102
1.5 90 28.9 37.2 47.3 53 62 73 81
2 120 24.1 31.1 39.8 45.1 52 62 69
3 180 18.7 24.2 31.1 35.4 41.1 48.7 55
45 270 14.4 18.7 24.3 27.8 32.3 38.5 43.3
6 360 12.0 15.6 20.4 23.4 27.3 32.6 36.7
9 540 9.29 12.1 16.0 18.3 21.5 25.8 29.1
12 720 7.75 10.1 13.4 15.5 18.2 21.8 24.7
18 1080 6.10 8.00 10.7 12.4 14.6 17.6 20.0
24 1440 5.14 6.76 9.06 10.5 12.4 15.1 17.1
30 1800 4.49 5.91 7.96 9.27 11.0 13.3 15.2
36 2160 4.01 5.28 7.14 8.33 9.88 12.0 13.7
48 2880 3.34 4.40 5.99 7.01 8.34 10.2 11.6
72 4320 2.52 3.34 4.59 5.39 6.44 7.89 9.06
Catchment Data
Details: Existing
Variable Value Units
Area: 0.164 ha
Cio 0.82 fraction
Rational Method Summary
Adopted Time of Concentration (tc) __ 6.00 _ Minutes (or 0.10 hours)
AVERAGE RECURRENCE INTERVAL (years)
Variable T yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr
Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20
Intensity (mm/hr) 110.83 141.79 177.69 198.87 | 227.82 266.22 295.86
Discharge (m/s) 0.033 0.045 0.063 0.074 0.089 0.114 0.133
C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\Hydrology\Rational_Method_Pomona
10/15/2014
Page 31
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Industrial Development - EXISTING CASE
Project Location 1 Factory Street, Pomona
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Pomona Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Pomona
Calculation Timestep 1 mins 1 hr 47.98 88.59 4.39 F2 Ave Rain 1674
Initial Loss 0 mm Pomona 12 hr 10.23 21.13 17.57 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.38 7.61 0.15 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % m m3
1 SUBA SINK 0.1636 69 Weir 1 2 Pipe/Box 1 2 3
2 Diverts to Sub Diverts to Sub
3 Crest Elev [m] Invert [m]
4 Length [m] No. Barrels
5 Weir Coeff Ent. Type
6 Disch-Factor Dia/(Width)[mm]
7 Directed to (Height)[mm]
8 Delay [mins] Disch-Factor
9 Directed to
10 Delay [mins]
Total 0.2 69.0
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 15 Save & Run Shortcut: Shift + Ctrl + L
2 2 15
3 5 15 Most Recent File: C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\WBNM\E01\E01a.wbn
4 10 15 Location of WBNMRun.exe: C:\Users\Brendon\Documents\WORK\02 Projects\31 Simpson Street SMP\Design\WBNM\wbnm2012\2012_executables\WBNMrun.exe
5 20 15
6 50 15
7 100 15
8 PMF 15
8 Results
RESULTS FOR: C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\WBNM\E01\E01a_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 15 Min 2 Yr 15 Min 5 Yr 15 Min 10 Yr 15 Min 20 Yr 15 Min 50 Yr 15 Min 100 Yr 15 Min PMF Yr 15 Min 0.5
3
Peak Flowrates at Subarea Outlet [Q m /s] SUBA(1 Yr
15 Min)
SUBA 0.048 0.062 0.078 0.088 0.101 0.112 0.125 0.47 0.45
SUBA(2 Yr
15 Min)
SUBA(5 Yr
0.4 15 Min)
SUBA(10
Yr 15 Min)
0.35 SUBA(20
Yr 15 Min)
SUBA(50
Flowrate [m3/s]
0.3 Yr 15 Min)
SUBA(100
Yr 15 Min)
0.25 SUBA(PMF
Yr 15 Min)
()
0.2
()
Inflow Peak m3/s
()
m /s3 0.15
Outflow Peak
()
Inflow Volume m3
Max Vol Stored m 3 0.1 ()
Max Water Elev m ()
0.05
()
0
0 10 20 30 40 50
Time [mins]
1
Page 32
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Industrial Development - DEVELOPED CASE (UNMITIGATED)
Project Location 1 Factory Street, Pomona
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Pomona Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Pomona
Calculation Timestep 1 mins 1 hr 47.98 88.59 4.39 F2 Ave Rain 1674
Initial Loss 0 mm Pomona 12 hr 10.23 21.13 17.57 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.38 7.61 0.15 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % m m3
1 SUBA SINK 0.1636 89 Weir 1 2 Pipe/Box 1 2 3
2 Diverts to Sub Diverts to Sub
3 Crest Elev [m] Invert [m]
4 Length [m] No. Barrels
5 Weir Coeff Ent. Type
6 Disch-Factor Dia/(Width)[mm]
7 Directed to (Height)[mm]
8 Delay [mins] Disch-Factor
9 Directed to
10 Delay [mins]
Total 0.2 89.0
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 15 Save & Run Shortcut: Shift + Ctrl + L
2 2 15
3 5 15 Most Recent File: C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\WBNM\D01\D01a.wbn
4 10 15 Location of WBNMRun.exe: C:\Users\Brendon\Documents\WORK\02 Projects\31 Simpson Street SMP\Design\WBNM\wbnm2012\2012_executables\WBNMrun.exe
5 20 15
6 50 5
7 100 5
8 PMF 15
8 Results
RESULTS FOR: C:\Users\Brendon\Documents\WORK\02 Projects\47 Pomona Service Station\Design\WBNM\D01\D01a_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 15 Min 2 Yr 15 Min 5 Yr 15 Min 10 Yr 15 Min 20 Yr 15 Min 50 Yr 5 Min 100 Yr 5 Min PMF Yr 15 Min 0.5
3
Peak Flowrates at Subarea Outlet [Q m /s] SUBA(1 Yr
15 Min)
SUBA 0.050 0.063 0.079 0.089 0.102 0.114 0.127 0.46 0.45
SUBA(2 Yr
15 Min)
SUBA(5 Yr
0.4 15 Min)
SUBA(10
Yr 15 Min)
0.35 SUBA(20
Yr 15 Min)
SUBA(50
Flowrate [m3/s]
0.3 Yr 15 Min)
SUBA(100
Yr 15 Min)
0.25 SUBA(PMF
Yr 15 Min)
()
0.2
()
Inflow Peak m3/s
()
m /s 3 0.15
Outflow Peak
()
Inflow Volume m3
Max Vol Stored m 3 0.1 ()
Max Water Elev m ()
0.05
()
0
0 10 20 30 40 50
Time [mins]
1
Page 33
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID
Project Description Industrial Development - MITIGATED CASE
Project Location 1 Factory Street, Pomona
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Pomona Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Pomona
Calculation Timestep 1 mins 1 hr 47.98 88.59 4.39 F2 Ave Rain 1674
Initial Loss 0 mm Pomona 12 hr 10.23 21.13 17.57 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.38 7.61 0.15 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % SUBA 0 1 OUTLET m m3
1 SUBA SINK 0.1636 89 Weir 1 2 Pipe/Box 1 2 3 0 0
2 Diverts to Sub SINK Diverts to Sub SINK 0.3 10
3 Crest Elev [m] 0.22 Invert [m] 0 0.4 20
4 Length [m] 1.5 No. Barrels 1
5 Weir Coeff 1.6 Ent. Type 1
6 Disch-Factor 1 Dia/(Width)[mm] 300
7 Directed to TOP (Height)[mm]
8 Delay [mins] 0 Disch-Factor 1
9 Directed to TOP
10 Delay [mins] 0
Total 0.2 89.0
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 15 Save & Run Shortcut: Shift + Ctrl + L
2 2 15
3 5 15 Most Recent File: J:\Work\AquaIntel\47 Pomona Service Station\Design\WBNM\M01\M01a.wbn
4 10 15 Location of WBNMRun.exe: J:\Work\AquaIntel\47 Pomona Service Station\Design\WBNM\wbnm2012\2012_executables\WBNMrun.exe
5 20 15
6 50 15
7 100 15
8 PMF 15
8 Results
RESULTS FOR: J:\Work\AquaIntel\47 Pomona Service Station\Design\WBNM\M01\M01a_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 15 Min 2 Yr 15 Min 5 Yr 15 Min 10 Yr 15 Min 20 Yr 15 Min 50 Yr 15 Min 100 Yr 15 Min PMF Yr 15 Min 0.5
3
Peak Flowrates at Subarea Outlet [Q m /s] SUBA(1 Yr
15 Min)
SUBA 0.044 0.062 0.078 0.088 0.101 0.112 0.123 0.45 0.45
SUBA(2 Yr
15 Min)
SUBA(5 Yr
0.4 15 Min)
SUBA(10
Yr 15 Min)
0.35 SUBA(20
Yr 15 Min)
SUBA(50
Flowrate [m3/s]
0.3 Yr 15 Min)
SUBA(100
Yr 15 Min)
0.25 SUBA(PMF
Yr 15 Min)
()
0.2
()
Inflow Peak 0.050 0.063 0.079 0.089 0.102 0.113 0.126 0.464 m3/s
()
3 0.15
Outflow Peak 0.044 0.062 0.078 0.088 0.101 0.112 0.123 0.454 m /s
()
Inflow Volume 31 39 49 56 64 75 83 353 m3
Max Vol Stored 7 8 9 9 9 10 10 32 m 3 0.1 ()
Max Water Elev 0.224 0.242 0.259 0.268 0.281 0.292 0.302 0.522 m ()
0.05
()
0
0 10 20 30 40 50
Time [mins]
1
Used in these records
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