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STORMWATER TREATMENT AND
WATER QUALITY MANAGEMENT
PLAN
VERSION 1
FOR
Kevin and Val Kelly
MAY 2013
RECONFIGURATION OF LOT 136 ON MCH978
STAGE 1 -
4 LOTS
55 LAKE MACDONALD DRIVE, COOROY
~~~
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Callaghan & Toth ~~
Civil, Environmental &
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Hydraulic Engineers
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A.B.N.5905570314
8/41 Sunshine Beach Rd
Noosa Junction Q 4567
Telephone (07)54749081
Facsimile (07)54749041
Job No: 1225
Document No.: 1225_SWQMP_1
WYffl.callaghanandtoth.com.au
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Callaghan & Toth
DOCUMENT HISTORY
Document Reference: No: 1225 SMP.doc [Rev 1]
Project Manager: Alex McWilliam
Author: Lex Toth NPER3 (ENV)(CIVIL)RPEQ 6069 CPESC
Reviewer: Jane Davissen BE (ENV)
Client: Kevin and Val Kelly
Contact Person: Alex McWilliam (07 54 555425)
DISTRIBUTION LIST
POSITION ON
NAME ORGANIZATION MANAGEMENT TEAM REVISION REVISION REVISION
0 1 2
Kevin and Val Kelly Client 1
Jane Davissen Callaghan & Toth Author 1 1
Alex McWilliam McWilliam Property Project Manager 1 1
Max Watterson Max Watterson & Planner 1 1
Associates
Sunshine Coast Assessment Officer 1
Regional Council
REVISION LIST
REVISION DATE DISTRIBUTED ISSUED BY CHECKED BY
1 May 2013 Lex Toth Jane Davissen
The information contained in this report is confidential and proprietary to Callaghan and Toth. It may
only be used by the person to whom it is provided, for the stated purpose for which it is provided, and
must not be imparted to any third person without the prior written approval of Callaghan and Toth.
Callaghan and Toth reserve all legal rights and remedies in relation to infringement of its rights in
respect of its confidential information.
OCallaghan & Toth
2013
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CONTENTS
1. SUMMARY............................................................................................................................................5
2. INTRODUCTION ................5
..................................................................................................................
3. DESCRIPTION.....................................................................................................................................6
3.1 Proposed Works............................................................................................................................6
4. WATER QUALITY MANAGEMENT PLAN..........................................................................................10
4.1 Proposed On-Site Stormwater Treatment Process ......................................................................1 0
4.2 MUSIC Model..............................................................................................................................1 0
4.2.1 Source Nodes ......................................................................................................................1 0
4.2.2 Treatment Nodes .................................................................................................................10
4.2.3 Rainfall Data ........................................................................................................................11
4.3 MUSIC Modelling Results ............................................................................................................11
4.3.1 Water Quality Objectives .....................................................................................................11
4.3.2 Assessment of Results ........................................................................................................12
5 FLOODING ASSESMENT REPORT ..................................................................................................15
5.1 Existing Conditions.................................................................................................................... ..15
5.2 Proposed Drainage System....................................................................................................... ..15
6 CONCLUSIONS & RECOMMENDATIONS ........................................................................................15
APPENDIX 1 -
Preliminary Storm water Quality Management Plan ..................................................
A
APPENDIX 2 -
MUSIC Results .........................................................................................................
B
APPENDIX 3 -
Site Photos ...............................................................................................................
C
APPEN DIX 4 -
Q10 Pre and Post Development............................................................................... D
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LIST OF REFERENCES
1. EN HEALTH (2004)Guidance on the Use of Rain Water Tanks.
2. Engineers Australia (2006)Australian Runoff Quality. Australian Runoff Quality
Guidelines.
3. Healthy Waterways (2006)Water Sensitive Urban Design Technical Design Guidelines
for South East Queensland
4. Queensland Development Code Part 4.3 (Oct 2008)Alternative Water Sources.
5. Water by Design, MUSIC Modelling Guidelines for South East Queensland -
Version 1
(December2010)
6. Wong, T., Breen, P. & Lloyd, S. (2000)Water Sensitive Road Design -
Design Options
for Improving Stormwater Quality of Road Runoff. CRC for Catchment Hydrology
Technical Report No 00/1.
7. Deemed to Comply Solutions -
Stormwater Quality Management (South East
Queensland)
LIST OF FIGURES
Figure 1.1 Site Location Pian... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
7
Plan No. 01 Stormwater Quality Catchment Layout.... ... ... ... ... ... ... ... ... ... ... ...
8
Plan No. 02 Stormwater Quality Treatment Devices... ... ... ... ... ... ... ... ... ... ... ...
9
Figure 4.1 MUSIC Model for the Proposed Development............ ...............
13
Figure 4.2 Bioretention Basin Detail........ ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
14
LIST OF TABLES
Table 4.1 MUSIC Catchment Areas... ... ... ... ...... ... ... ... ... ... ... ... ... ... ... ... ...
.10
Table 4.2 Comparison of Load Reductions... ... ... ... ... ... ... ... ... ... ... ... ... ... ...
.11
I .15
Table 5.1 Pre-Development and Post Development Discharges... ... ... ... ... ...
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1. SUMMARY
The key points of this investigation are as follows:
1. Runoff from road widening, footpaths and driveway crossovers is to be cleaned of
nutrients and gross pollutants via a Bioretention Basin and then released to existing to
the gully.
2. The increase in pollutant loads due to the increase in impervious areas is to be
attenuated.
3. Water saving devices for new fixtures are required.
4. Stormwater Detention is to be incorporated into the Bioretention Basin to achieve no
increase in runoff concentration.
2. INTRODUCTION
This report was written as part of an Reconfiguration of a Lot application Information Request
for Sunshine Coast Regional Council:
Submit a preliminary Storm water Management Plan (SMP)showing how stormwater
from the development will be treated to meet current best practice load based reduction
targets and how peak discharge will be limited to pre-development rates for all events
from the 1 to 100 year ARI storm events. The preliminary SMP should be designed in
accordance with the preliminary master as a result of Item 1.
As such this Stormwater Management Plan (SMP)has been prepared in accordance with the:
1. Water Sensitive Design Code in the Noosa Plan; and
2. Water Sensitive Urban Design Technical Design Guidelines for South East Queensland,
published by Health Waterways.
The site subject to this report is Lot 136 on MCH978 located at 55 Lake MacDonald Drive,
Cooroy (refer Site Location Plan Figure 1.1).
This SMP considers the new hardstand areas, including road widening, footpath, driveway
crossovers, and new roof areas for the proposed 4 lots. This report also aims to demonstrate
that the proposal complies with relevant codes and guidelines and that the storm water runoff
will not change the surrounding hydrology.
A Bioretention basin is required for the site. This device will enable the water quality objectives
to be achieved. Water minimisation is in accordance with the guidelines.
The Model for Urban Stormwater Improvement Conceptualization (MUSIC)has been used to
assess the suitability of various treatment devices and to model existing and predicted pollution
export loads and concentrations.
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55 Lake MacDonalld Drive Stage 1
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Callaghan & Toth
3. DESCRIPTION
The site is an existing rural lot with one house and partly cleared land for rural pursuits. The
site is bounded by Lake MacDonald Drive to the south-east, residential development to the
south-west and vacant rural land to the north.
This site is subject to the ponding of floodwaters. The Q1 00 year ARI flood levels indicate that
the extent of flooding does not impact on Stage 1 of the proposed Lot Reconfiguration.
3.1 Proposed Works
It is proposed to reconfigure one lot into four lots as part of a larger reconfiguration. This stage
one reconfiguration will include:
Widening Lake MacDonald Drive in front of the four lots.
Reconstruct the pedestrian footpath fronting the four lots.
Construct driveway crossovers to the four lots.
Provide services
As a result of these works stormwater drainage and treatment devices are required to drain the
site, attenuate flows and treat stormwater runoff to acceptable levels.
Plan 01 shows the catchments identified onsite. Plan 02 shows the treatment device locations.
6
55 Lake MacDonalld Drive Stage 1
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SMP Revl.doc May 2013 1225
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NOOSA HEADS 4567
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4. WATER QUALITY MANAGEMENT PLAN
4.1 Proposed On-Site Stormwater Treatment Process
The developed site was divided into MUSIC model sub-catchments as shown on Plan No. Plan
01. The proposed treatment train for the development site is illustrated on Plan No. 02 and
listed below:
The Bioretention Basin will treat the stormwater runoff from the road widening and verge works,
and allotments. The treated runoff will then be directed to a Bioretention Basin within new
drainage reserve. The bio-retention component will remove the nutrients, heavy metals, and
retard flow.
4.2 MUSIC Model
4.2.1 Source Nodes
Catchment areas of source nodes within the proposed development have been identified as
sub-catchments such as roofs, yard, road and verge. MUSIC allows for characteristics of these
source nodes to be amended to ensure that accurate pollution generation and hydraulic
characteristics for each sub-catchment are used to generate stormwater runoff within the
model. Table 4.1 below details the sub-catchments used in the MUSIC model, land use,
percent imperviousness and area of each sub-catchment. The MUSIC Modelling Guidelines for
South-East Queensland Version 1 December 2010 have been used to set level of
-
imperviousness. The guidelines detail of urban residential pollutant export parameters have
been used for each node.
TABLE 4.1 MUSIC CATCHMENT AREAS (DEVELOPED)
Catchment land Use Music Impervious Area (ha)
Habitable Roof Area Lot 17 -
20 Urban -
Roof 100% 0.08
Yard -
Lot 17 to 20 Urban -
Yard 30% 0.167
Road Widening + Verge Urban -
Road 90% 0.125
TOTAL O.372ha
4.2.2 Treatment Nodes
The "MUSIC Modelling Guidelines for South East Queensland" Version 1 prepared by Water by
Design and dated December 2010 has been used to set the rainfall runoff parameters and
pollutant export parameters for the site.
The land use type used for this model was "Urban" and the values in the guideline shown in
Table 3.7 and Table 3.8 of the guidelines have been used in this model.
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1. Bioretention Basin has been placed in a proposed Drainage Reserve adjacent to Lake
MacDonald Drive. One (1)bio-retention basin is proposed with an area of 25m2. It has
layer depth of 0.5m and an extended detention depth of 0.3m. The size and
a filter
depth of the systems have been designed in accordance with Figure 4.2. The bio-
retention basin drains to a gully within the site.
4.2.3 Rainfall Data
The meteorological data used for the MUSIC Model was the data for Cooroy from 01/01/92-
31/12/01. The choice of the data was based on the mean annual rainfall for Cooroy being
similar to the mean annual rainfall for Lake MacDonald Drive:
The mean Annual Rainfall for Cooroy 92 -
02 = 1585mm
The MUSIC Modelling Guidelines for South East Queensland -
Version 1 December 2010
details that Cooroy data for 1973 to 1983 should be used. This data has an annual average
Rainfall of 1600mm. It is considered that the 10 year period from 1992 2002 has a relatively
-
close mean annual Rainfall to the recommended 10 year period and as such is acceptable to
use in this case.
4.3 MUSIC Modelling Results
The MUSIC modelling program has been used to investigate the performance of various
treatment options in the treatment train. MUSIC Version 5 is capable of incorporating rainwater
re-use in the model. These features have been used in making comparisons between different
stormwater management systems for this report.
4.3.1 Water Quality Objectives
This model meets the pollution load reduction target as detailed in Water by Design Deemed to
Comply Solutions Storm water Quality Management (South East Queensland) version 1.0-
-
Table A-2. The following have been included in Appendix 2.
. The treatment train effectiveness for the system.
. The MUSIC Version 5 Summary Report.
The information above indicates that the new lots will achieve reductions in pollutant loads as
detailed in Table 4.2 below.
TABLE 4.2: COMPARISON OF LOAD REDUCTIONS
Parameter MUSIC POLLUTANT
REDUCTION LOAD
RESULT REDUCTION
TARGETS
Flow 1.4%
Total Suspended Solids 94.7% 80%
Total Phosphorous 73.6% 60%
Total Nitrogen 60.9% 45%
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4.3.2 Assessment of Results
The developed site has been modelled as a series of Urban sub-catchments, which incorporate
Water Sensitive Urban Design (WSUD)treatment trains. Plan No 02 shows the proposed
locations of the bio-retention basin. The reductions listed in Section 4.3.1 above comply with
Council’s requirements. Therefore, it is considered that the proposed stormwater treatment
system is currently sufficient to reduce the pollutants prior to exiting the site.
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55 Lake MacDonalld Drive Stage I
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Page 13
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Callaghan & Toth PROPOSED 4 LOT SUBDIVISION MUSIC MODEL FOR THE
Civil, Environmental & PROPOSED DEVELOPMENT
location
Hydmulic Engineers 55 LAKE MACDONALD DRIVE
~~
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II
8/41 Sunshine Beach Rood
PO BOX 2305
NOOSA HEADS 4567
Ph: 54749081 Fox: 54749041
....colloqhonondtoth.com.au
COOROY
Seale: NTS DATE: MAY 2013
Figure 4.1
13
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Page 15
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5 FLOODING ASSESMENT REPORT
5.1 Existing Conditions
This site is not subject to ponding of floodwaters from the adjacent channels and the Q 100 year
ARI flood levels (Plan 02 shows the Q100 flood level). The buildings and carparks are above
the Q 100 year ARI flood levels.
5.2 Proposed Drainage System
The road surface level is proposed to be drained to an underground drainage system capable of
taking a Q10 flow. The overflow will discharge to the Bioretention Basin where it will alternate
flows to be equal to pre-development concentrations.
The habitable floor level for the proposed development is not affected by the Q 100 flood level.
The Bioretention Basin has been modelled to act as a detention/infiltration basin. The basin size
and weir size is sufficient to reduce the increase in runoff for a Q 10 and Q 100 storm back to
predevelopment levels as shown in Table 5.1. Refer to attached Detail detention basin
calculations for Q 10 Pre and Post development flow in
TABLE 5.1: Pre-Development and Post Development Discharges
Location Q5 Q10 Q100
Pre-Development 0.115 m3/s 0.133 m3/s 0.222 m3/s
Post Development 0.118m3/s 0.128 m3/s 0.233 mJ/s
6 CONCLUSIONS & RECOMMENDATIONS
An integrated water management approach has been used to assess the site’s stormwater
requirements and water management needs. In summary:
. The proposed four lots area can be treated by a treatment train consisting of one 25m2
bio-retention basin.
. This proposed treatment train achieves the current best practice load based reduction
targets as prescribed in the Water by Design Deemed to Comply Solutions -
Stormwater Quality Management (South East Queensland) version 1.0 Table A-2
-
. The new lots have sufficient flood free areas to build residential infrastructure in
accordance with Council’s requirements.
. The rainwater tank and bioretention areas are able to attenuate the runoff
concentrations back to Pre Development levels and so the development will not have an
impact on the hydrology of the receiving waters.
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Callaghan & Toth
APPENDIX 1 Preliminary Stormwater Quality
Management Plan
A
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,
APPENDIX 1: Preliminary Stormwater Quality Management Plan
EROSION AND SEDIMENT CONTROL PROCEDURES
-
- - - . ~_..-
-, ’~ ._-~ -’-
Construction Phase
Objective Minimise erosion of soils during civil works construction.
Minimise loss of sediment from site during civil works construction.
E&SC measures shall be designed to achieve discharges from the construction site during rainfall events (1 year ARI) to meet the following
criteria:
~ pH 6.5 to 8.5
~ Suspended Solids < 50mg/L (80th percentile)
Turbidity to be calibrated.
Description Responsibility Timeframe
. Install construction fencing to ensure works only occur within designated area. . Foreman . Prior to works
Actions
. Establish a single stabilised entry / exit point. commencing
. Trucks shall use designated entry to site works areas and shall be washed down at a . Foreman .
Ongoing
prior to exiting the site.
. Undertake drainage control measures including: . Foreman .
Ongoing
-
Bypass ’clean’ up-slope water around any soil disturbances
-
Transport stormwater through the work site in a non-erosive manner
-
Minimise hydraulic damage to the adopted erosion and sediment control
measures during storm events.
. Undertake erosion control measures including: .
Ongoing
-
Limit the area of exposure
. Foreman
-
Progressive stabilisation of disturbed areas with native groundcovers
-
Heavy mulch to cover on disturbed areas open without activity for more
than 20 days
. Undertake sediment control measures including: .
Ongoing
Page 18
-
Sediment basins
-
Sediment fences . Foreman
-
Field inlet sediment controls
.
Stockpiles of soil shall be controlled by sediment fences on the down slope side.
.
Any stockpiles of fine soil material (excludes coarse sandy materials) shall be covered
with plastic sheeting and sandbags if there is no requirement to access a stockpile
within three (3)days.
. Water from the external catchment will diverted around/through the site via established
road kerb and channel and stormwater system and not allowed to enter disturbed
areas of the site.
. Stormwater runoff within the site shall be directed via stabilised swales to silt traps.
. Disturbed areas should be progressively stabilised as quickly as possible completion
of cell and rehabilitation earthworks.
. Stabilise disturbed areas with heavy mulch (50mm thick) to ensure that erosion does
not occur in disturbed areas within 20 days of inactivity, even though works might
continue later.
Monitoring The Contractor will carry out weekly inspections to check: Foreman Weekly
)Works are only occurring within designated area
)Erosion and Sediment Control measures to ensure they are cleaned out and
maintained in working order.
)Stabilisation is occurring on a progressive basis.
)For litter and debris
)For discharges from sediment basins.
The Contractor shall take samples during 4 rainfall events every six months to determine
Foreman As required
levels of TSS, turbidity, pH, Dissolved Oxygen. Total Nitrogen, Total Phosphorus and oil &
grease in runoff discharging from the construction site.
Reporting )Contractor to maintain a log of inspections, maintenance actions. )Project Manager )As required
)Records are to be logged and kept for verification of compliance on a need basis.
)Records of water quality testing to be retained for compliance.
Page 19
Incidents );> Bioretention systems not installed correctly );> Foreman and );> As required
);> Sediment builds up on the surface of systems.
Project Manager
);> The vegetation dies off.
);> Pondage of water is in excess of one hour.
);> Erosion occurs.
);> Pondage of water occurs at every minor rainfall event.
);> Weed growth occurs.
);> Water quality parameters exceed performance criteria.
If the results of monitoring indicate performance criteria are not met undertake one or all Foreman and Project As required
Corrective
of the following: Manager
Action
. Undertake a survey of erosion and sediment control measures and determine
effectiveness of current controls.
. Reassess the risks of the works areas and determine if further controls will remedy
any problems.
Page 20
BIORETENTION SYSTEMS
-
~
DESIGN PHASE
Objective To design low maintenance effective stormwater treatment devices to achieve a no-worsening result over the existing pre-development
situation in the creeks adjacent the site.
Description Responsibility Timeframe
Actions Consulting Engineer to design Bioretention Systems in accordance with: Design Engineer During design
~ Bioretention Systems requirements as outlined in the "Water by Design process
-
Construction
and Establishment Guidelines" Version 1 dated February 2009 prepared by Healthy
Waterways
~ Calculations as per BBC Water Sensitive Road Design Guidelines.
Consulting Engineer is to ensure that the Bio-Retention Zones are:
~ located in a suitable area,
~ sized according to guidelines,
~ provided with the appropriate construction materials, subsoil drainage and outlet pipe,
and
~ incorporated into a stormwater treatment system also including gross pollutant traps,
sediment traps, oil traps, detention storages, etc.
Monitoring Consulting Engineer to ensure that operational works drawings reflect requirements of this Design Engineer During design
Stormwater Quality Management & Assessment Report. process
Reporting Consulting Engineer to provide Stormwater Quality Management & Assessment Report with Design Engineer As required
Operational Works application.
Design Engineer to provide Operational Works drawings in accordance with requirements.
Council is to review the Operational Works Plan and provide relevant documentation relating to
application.
Page 21
Incidents The Bio-Retention Zones are not approved according to submitted plans.
Corrective The Consultant will amend the design or placement of the Bio-Retention Zones to reflect Design Engineer As required
Actions Council’s requirements and design guidelines.
Amend MUSIC model to assess whether changes have affected treatment train effectiveness.
Amend treatment train characteristics to ensure that water quality objectives are achieved.
CONSTRUCTION PHASE
Objective The Contractor will install the Bio-Retention Systems in accordance with the Operational Works
drawings, including:
. Bioretention Basin (25m2)
Actions Description Responsibility Timing
Up to Construct bioretention systems in accordance with steps as detailed in "Water by Design -
Foreman During civil works
installation of Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands"
filter media Version 1 dated February 2009.
Supervising RPEQ complete Bioretention Construction and Establishment Sign-Off Forms from
Water by Design 2009 and submitted to Council prior to On-maintenance.
Bioretention systems to be constructed at the end of civil works for the development.
Bioretention basin areas used for sediment basins during civil works construction shall have
sediments removed prior to layout of bioretention system, drainage media and filter media.
Contractor to ensure bioretention systems are protected from sediment laden stormwater runoff
during construction period or only install once upstream catchment is stabilised.
Following installation of filter media, install temporary cover of geotextile covered with topsoil
and turf. This temporary cover will provide protection to Bioretention Basin and Bioretention
Swales filter media during building works occurring on site.
Page 22
.
Following 24 Remove temporary cover of geotextile, topsoil and turf following: Contractor Following On-
month maintenance or
.
Acceptance of bioretention systems on maintenance, or 80% completion of
protection
period . 80% completion of building works upstream of bioretention systems. building works.
Plant approved plantings into bioretention systems as per construction drawings.
Contractor to conduct regular watering of all planted bio-retention systems until such time as
plants are established.
Maintain bioretention system for a minimum period of 12 months, until system is accepted Off-
Maintenance.
Monitoring Hold point -
once bioretention basin underdrainage pipe work is installed -
inspection with Contractor and Following
Council to ensure in accordance with design. Council underdrainage
pipe work
Sample drainage layer, transition layer, filtration media materials must be stockpiled on-site and
installation
certification that the filtration media complies with guidelines.
The Contractor will carry out weekly inspections of the Bio-Retention Systems (Including during
Contractor
the defects liability period). The following will be examined at each inspection: Weekly
);> Sediment build up on the surface
);> Health of vegetation
);> Pondage during major storms not infiltrating into the sand
);> Erosion at the outlet
);> Pondage during minor storms
One month after installation of plants in bioretention system: Contractor
One month after
);> Field test hydraulic conductivity in accordance with FAWB guidelines. installation
Reporting );> Contractor to maintain a log of inspections, watering and other actions. );> Contractor );> As required
);> Records are to be logged and kept for verification of compliance on a need basis.
);> Bio-retention designer I Engineer shall perform inspections during construction stage and fill
out Water by Design forms for compliance.
Page 23
.
.
Incidents :: Bioretention systems not installed correctly :: ::
:: Sediment builds up on the surface of systems.
:: The vegetation dies off.
:: Pondage of water is in excess of one hour.
:: Erosion occurs.
:: Pondage of water occurs at every minor rainfall event.
:: Weed growth occurs.
Corrective :: Contractor to amend installation to ensure it complies with Operational Works drawings. :: Contractor :: As required
Action
:: The Contractor will check up stream sediment control and fix failures. The sediment build up
will be shovelled off the non-woven geotextile of the Bio-Retention Systems. The geotextile
will be replaced at the beginning of the defects liability period
:: Unsuccessful plantings will be replaced as required. A normal allowance of 10% should be
made for unsuccessful plantings. Ensure watering rates are adequate and increase if
necessary.
:: Replace geotextile where used, check and if necessary replace sand media with coarser
sand. Check that slotted pipe is not blocked and outlet free draining. Replace and repair
where necessary.
:: Erosion should be repaired and investigate measures to reduce erosion e.g. install rock
spalls upstream of the erosion so as to dissipate the flow across a broad area.
:: Dominating weeds should be removed by hand and taken to the Council’s Refuse Centre.
~. ---_--_-- . -
- ~ ~-
.
Operational Phase
Objective The Council is to include the Bio-Retention Systems into their maintenance program.
Description Responsibility Timing
Actions Inspect Bio-retention systems every three months for first year of operation to determine Contractor Three monthly
maintenance requirements.
Page 24
Undertake general maintenance such as:
~ Remove accumulated litter / debris
~ Remove accumulated sediments
~ Remove weeds and dead plants
~ Replace plants where necessary
~ Water plants if necessary
Council Every ten years
~ Control erosion and sediment loss upstream or within system where necessary.
Routine clean outs of bio-retention systems should be planned on a ten-yearly basis.
Monitoring The Council Landscape Gardener will carry out six monthly inspections of the Bio-Retention Council Six monthly
Systems. The following will be examined at each inspection:
~ Sediment build up on the surface under the river stones
~ Health of vegetation
~ Pondage during major storms not infiltrating into the sand
~ Erosion at the outlet
~ Pondage during minor storms
Contractor Two years after
Two years after plants are established in bioretention system:
installation
Undertake field testing of hydraulic conductivity of filter media to assess impact of vegetation on
hydraulic conductivity, in accordance with FAWB guidelines.
Biennial
Test hydraulic conductivity every two years, in accordance with FAWB guidelines. Council
Reporting Inspection Records are to be logged and kept for verification of compliance on a need basis. Contractor As required
Records of any maintenance are to be logged and kept on site.
Records of environmental incidents and corrective actions should be kept on site and Council
notified of any problems.
Incidents Sediment builds up on the surface.
The vegetation dies off.
Pondage of water is in excess of one hour.
Excessive erosion occurs within the system.
Pondage of water occurs at every minor rainfall event.
Page 25
Weed growth occurs.
Corrective The Council Landscape Gardener will check up stream sediment control and fix failures. The Contractor and As required
Action sediment build up will be removed without damage to existing vegetation. Council
Unsuccessful plantings will be placed as required. A normal allowance of 10% should be made
for unsuccessful plantings.
Ensure watering rates are adequate and investigate plants with higher drought tolerances if
significant numbers of plants die during dry periods.
Replace geotextile, check and if necessary replace sand media with coarser sand. Check that
slotted pipe is not blocked and outlet free draining. Replace and repair where necessary.
Erosion should be repaired and investigate ways to reduce erosion occurrence e.g. place rock
spalls upstream of the erosion so as to dissipate the flow across a broad area.
Dominating weeds should be removed by hand and taken to the Council’s Refuse Centre.
Page 26
~
Callaghan & Toth
APPENDIX 2 MUSIC Results
B
55 Lake MacDonalld Drive -
Stage I SMP Rev l.doc May 2013 1225
Page 27
Receiving Node Drainage Easement 1/05/2013 3:41:53 PM
Treatment Train Effectiveness
Flow (HL/yr) Peak Flow (m3/yr) TSS (kg/yr) TP (kg/yr) TN (kg/yr) Gross Pollutants (kg/y
Sources 4.51 11.0E-3 1.05E3 1. 96 9.43 96.2
Residual Load 4.45 24.7E-3 55.’ 0.517 3.69 0.00
,Reduction 1.4 -123.7 94.7 73.6 60.9 100.0
Page 28
....TT...z.r:::-.’TrrrFT-~_...r.".r’zx::-~~=m........=:____T%1’=.,..._Z
DESCRIPTION
Lake Macdonald Drive Stige 1 (4lots)
=-~"""e=:=-
=~=:_--==x:.::z.__==--==-=-~
VersionNumber
200 (MUSICSetup File version number)
Meteoro&ogicalTemptate
(MlB Filename)
Cooroy
m..-=-.a.z=~_~e...,.. -==--:::ZTm..-.:zs=~:I:=.a.=.m..~
Node Type
UrbanSourceNode UrbanSourceNode Urban50urceNode
Node Name
(NodeType)
Roadways lot 17 to 20 Roof Area
-
lot 17 t020 Yard
-
(Node Name)
Node 10
1 3 5 (Node10)
Coordinates
-17.6854585049689:69.068548329 -418.835305397327:-5.992232097 -184.758742922395:61.12064704
General-location
(CoordinatesHIX:y])
Roadways Lot 17 to 20 Roof Area
-
Lot 17 t020 Yard
-
General. Notes
General- Fluxes Daily -
General- Fluxes -
Sul>-Daily
Areas -
Total Area (ha)
0.125 0.08 0.167 (ha)
Areas -Impervious (")
90 100 30 (%)
Areas -
Pervious (")
10 o 70 (%)
RainfalHlunoff -Impervious Area -
Rainfall Threshold (mm/day) 1 1 1 (mm/day)
Rainfall-Runoff Pervious Area Soil Storage Capacity (mm)
- -
500 500 500 (mm)
Rainfall-Runoff -
Pervious Area -Inltiol Storage ("of Capacity)
50 50 SO (%of Capacity)
Rainfall-Runoff - Pervious Area - Field Capacity (mm)
200 200 200 (mm)
Rainfall-Runoff Pervious Area -Infikratlon Capacity CoeffICient
-
a
-
211 211 211
Ralnfal~Runoff Pervious Area -Infikratlon Capacity Exponent b
-
-
5 5
Rainfall-Runoff Groundwater Properties -Inkiol Depth (mm)
-
50 50 50 (mm)
Rainfall-Runoff Groundwater Properties
- -
Daily Rocha..e Rate (%) 28 28 28 (%)
Rainfall-Runoff Groundwater Properties
-
-
Daily Baseflow Rate (%) 27 27 27 (%)
RainfalHlunoff Groundwater Properties
-
-
Dally ep Seepage Rate (%)
,
0 o o (%)
Total Suspended Solids -
Ba.. Flow Concentratioo -
Mean (log mill) 1 o 1 (log mill)
Total Suspended Solids -
Base Flow Concentration - Std De.(log mill) 0.34 o 0.34 (log mill)
Total Suspended Solids -
Ba.. Flow Concentration -
Estimation Method
1 (Index from 0to 1 for "Mean" I "Stochastically ,enerated")
Total Suspended Solids -
Base Flow Concentration -
Sertal Correlation (R squared)’ 0 o o {R squared)
Total Suspended Solids -
Storm Flow Concentration -
Mean (log mill) 2.43 1.3 2.18 (log mill)
Total Suspended Solids Storm Flow Concentration
-
-
Std Dev (log mill)
,
0.39 0.39 0.39 (10,mill)
Total Suspended Solids Storm Flow Concentration
- -
Estimation Method 1 1 1 (Index from 0to 1 for "Mean" I "Stochastically ,en.rated")
Total Suspended Solids -
Storm Flow Concentration -
SeriolCorrelation (R squared) 0 o o (R squared)
Total Phosphorus Base Flow Concentration
-
-
Mean (log mill) -0.97 o -0.97 (log mg/l)
Total Phosphorus Base Flow Concentration Std Dev (log mill)
-
-
0.31 o 0.31 (log mg/l)
Total Phosphorus - Base Flow Concentration- Estimation Method
1 {Index from 0to 1 for "Mean" I "Stochastlcally,enerated")
Total Phosphorus Base Flow Concentration
-
-
Serial Correlation (R squared) 0 o o (R squared)
Total Phosphorus Storm Flow Concentration
-
-
Mean (log mill) -0.3 -0.89 -0.47 (log mg!l)
Total Phosphorus Storm Flow Concentration
-
-
Std Oev (log mill) 0.31 0.31 0.31 (log mg!l)
Total Phosphorus Storm Flow Concentration
-
-
Estimation Method 1 1, 1 {Index from 0to 1 for "Mean" I "5tochastically,enorated")
Total Phosphorus Storm Flow Concentration Serial Correlation (R squared)
- -
0 o o (Rsquared)
Total Nitrogen - Base Flow Concentration -
Mean (log mill) 0.2 o 0.2 (la,mill)
Total Nitrogen -
Base Flow Concentration - Std Dev (10,mill) 0.2 o 0.2 (10’mill)
Total Nitrogen -
Base Flow Concentration -
Estimation Method 1 1 (Index from 0to 1 for "Mean" I "Stochastically ,enerated")
Total Nkrogen -
Base Flow Concentration -
Sertal Correlation (R squared) 0 o o (R squared)
Total NHro,en - Storm Flow Concentration -
Mean (log mill) 0.26 0.26 0.26 (log mill)
Total Nkrogen -
Storm Flow Concentration -
Std Dev (log mill) 0.23 0.23 0.23 {log mill)
Total Nitroaen -
Storm Flow Concentration -
Estimation Method 1 1 (Index from 0to 1 for "Moan" I "Stochastically,enerated")
Total Nkrogen -
Storm Flow Concentration -
Serial Correlation (R squared) 0 o o {R squared)
Node Type BioRetentionNodeV4 (NodeType)
Node Name Bioretention Basin {Node Name}
Node 10 6 (Node10)
Coordinates 135.250855692521:-221.02984849 (CoordinatesHIX:y])
Page 29
Generill-loation Bioretention Sasin
.
General- Notes -
General- Fluxes
Inlet Properties -
low Flow By-poss (cubic metres per see)
o (cubic metres per see)
Inlet Properties Hiah Flow BV-poss (cubic metres per see)
-
100 (cubic metres ’per see}
St"",se Proj>ertles Extended Detention Depth (metres)
-
0.3 (metres)
Storile Properties Surface Area (square metres)
-
46.69 (square metres)
Filter and Media Properties -
Filter Aru (square metres)
25 (square metres)
Filter ond Media Properties -
UnUned Fitter Media Perimeter (metres)
20.5 (metres)
Filter and Medio Properties -
Soturated Hydraulic Conductivity (mm/hr)
200 (mm/hr)
Filter ond Medio Properties -
Fitter Depth (metres)
0.5 (metres)
Filter and Media Properties TN Content of Filter Media (ms/l<a)
-
800 (mJlka)
Filter and Media Properties -
Orthophosphote Content of Filter Med’" (ms/l<g) 50 (milks)
Infiltration Properties Exfiltrotlon Rate (mm/hr)
-
o {mm/hr}
Uni"ll Properties Sase Uned
-
o
Vegetation Properties. Vesetation Properties o {Index from 0to 2 for -Vegetated with Effective Nutrient Removal Plants"
I .Vegetate~ with Ineffective Nutrient Removal Plants- I "Unveaetated"}
Outlet Properties Overflow Weir WIdth (metres)
-
3 {metres}
Outlet Properties -
Underdroln Present
o
Outlet Properties -
Submeraed Zone With carbon Present
Outlet Properties -
Submerged Zone Depth (metres) o {metres}
Advanced Properties Total Suspended Solids
- -
k (m/yr) 8000 (m/yr)
Advanced Properties Toul Suspended Solids
-
-
C.(milL) 20 (mill)
Advanced Properties Total Phosphorus k (m/yr)
-
-
6000 (m/yr)
Advanced Properties Total Phosphorus C.(ma/L)
- -
0.13 {mill}
Advanced Properties Total Nitroa_n
-
- k (m/yr) 500 {m/yr}
Advanced Properties Total Nitroaen
-
- C. (mill) 1.4 {mill}
Advonced Properties -
Filter Media Soil Type 1 {Index from 0to 4 for ’Sand’ ( ’Loamy Sond’ I ’Sondy loam’ I "Silt loam’ I ’Loam’)
Advanced Properties -
Weir Coetnc:ient 1.7
Advoneed Properties Number of CSTR Cells
-
Advonced Properties -
Porosity of Filter Medio 0.35
Advanced Properties Porosity of Submerged Zone
-
0.35
Adv4anced Properties -
Horizontal Flow Coefficient 3
Node Type RainWaterTankNode (NodeType)
Node Name RW Tonk lot 17-20 (4x 5kl)
-
(Node Nome)
Node 10
4 (NodeID)
Coordinates -274.721280685625:-70.01972412:{Coordlnotes)((X:Y}}
Generol- location RWTank -
lot 17-20 (4x 5kl)
General- Notes
Generol- Fluxes
Stormwater Re-use -
Use stored water for Irr!ation or other purpose o
Stormwoter Re-use -
Annual Demand (kL/yr)Scaled by Daily: PET o {kL/yr}
Stormwater Re-use -
Annual Demand (kk/yr)Scaled by Dally: PET Rain -
483.33 {kk/yr}
Stormwater Re-use -
Daily Demand [kL/day) 0.19 (kL/day)
Stormwater Re-use -
User-defined d~tributlon of Annual Demand (kL/yr) o (kL/yr)
Stormwater Re-use -
User~efined time series
Inlet Properties -
Low Flow By-pass (cubic metres per see) o {cubiC metres per see}
Inlet Properties -
High Flow By-pass (cubic metr.. per see) 100 (cubic metres per see)
Storage Properties.Surface Area {square metres} 12.6 (square metres)
Storoae Properties Depth above overflow (metres)
-
0.2 (metres)
Storoge Properties Voklme below ove low pipe (kl)
-
20 {kl}
Outlet Properties Overflow Pipe D"’meter (mm)
-
360 {mm}
Advanced Properties - OrifICe Dlscharae CoeffICient 0.6
Advanced Properties. Numberof CSTR CeUs 2
Advanced Properties Totol Suspended Solids
-
- k (m/yr) 400 (m/yr)
Advanced Properties Total Suspended Solids
- -
C.(mill) 12 (mill)
Advanced Properties Total Suspended Solids C.. (mill)
- -
12 (mill)
Advanced Properties Total Phosphorus. k (m/yr)
-
300 {m/yr}
Advanced Properties -
Totol Phosphorus C.(milL)
-
0.13 (mill)
Advanced Properties - Total Phosphorus C.. (mill) 0.13 {mill}
-
Advanced Properties - Total Nitrogen -
k (m/yr) 40 {m/yr}
Advanced Properties -
Total Nitrosen - C. (mill) 1.4 {mill}
Page 30
Advanced Properties Total Nitroaen
- -
C"(mall)
1.4 {mg/l}
Advanced Propertie> - Threshold Hydraulic loadi",for C"(m/yr) .
.
3500 (m/yr)
Advanced Properties -
User Defined Storalie-Dlscharge-Heiaht
Node Type
JunctionNode (NodeType)
Node Name
Junction (Node Name)
NodelD
11 (NodelD)
Coordinates
-24.9142583086237:-210.6693368< (Coordinates}([X:Y)}
General-location Junction
General- Notes
Node Type
ReceivingNode (NodeType)
Node Name
Receiving Node Drainage Easemel (Node Name)
-
Node 10
2 (Node ID)
Coordinates
314.225545770982:-244.20909991 (Coordinates}([X:YIl
General- Location
Receiving Node Drainage Easement
-
General- Notes
Unk Name
D...lna,e Unk
Source Node ID
6 {The Is thelD of the upstream node}
Tar,et Nod. ID 2 {ThIs Is the ID of the downstream node}
Routine Not Routed {either "Not Routed" or "Routed"}
Muskingum K 1200 (no value req~ired for no rDutin or .numerical value" for
routed)
Muski"lum Theta 0.25 {no value required for no routine or ’"numerical value" for routed. Must be between 0.1 and
0.49}
UnkName
Drainage link
Source Node 10
3 {The is the ID of the upstream node}
Target NodelD 4 {This is the 10 ofthe downstream node}
Routing Not Routed (either "Not Routed’" or ’"Routed’")
MuskinlumK noo (no value required for no routing or "numeralvalue. for routed)
Muskingum Theta 0.25 (novalue required for no routing or ’"numerical value’" for routed. Must be between 0.1 and
0.49)
link Name
Orainaat Unit
Source Node 10
4 {The Is the 10 ofthe upstream node}
Target Node 10 11 (This is the 10 of the downstr.am node)
Routing Not Routed (~ ther "Not Routed’" or .Routed")
Muskingum K 7200 (no value required for no routlna: or "numerical value. for
routed)
Musklneum Theta 0.25 (no value required for no routing or "numerical value’" for routed. Must be between 0.1 and
0.49)
UnkName
D...looge Unk
Source Node ID
1 (The Is the 10 of the upstream node)
Target Node ID 11 (This is the ID of the downstream node)
Routing Not Routed (either ’"Not Routed" or "Routed")
Muskingum K 7200 {no value required for no routing or ’"numerical value" for routed}
Muskingum Theta 0.25 {novalue required for no routine or ’"numerical value’" for routftt. Must be between 0.1 and
0.49}
Unk Name
Drainage Unk
Source Node 10
11 {The Is the ID ofthe upst",am node}
Target Node 10 6 (This is the ID of the downstream node)
Routine Not Routed {either "Not Routed’" or "Routed’"}
Muskingum K 7200 (novalue required for no routina or "numerical value. for routed)
Muskingum Theta 0.25 {no value required for no routiOi or ’"numerical value" for routed. Must be between 0.1 and
O.49}
Link Name
Drainage Unk
Source Node 10 5 {The Is the ID of the upstream node}
Taraet Node 10 11 {This is the 10 of the downstream node}
Routina Not Routed {either "Not Routed" or "Routed")
MusklngumK 7200 {no value required for no routing or ’"numerk:.al value" for routed}
Musklngum Theta 0.25 {no value required for no routine or "numer~1value" for routed. Must be between 0.1 and
O.49}
=~=~=--=-~==x:z-=e=azz--.:IlZ:Z.=S===Z:=_~~--===
Page 31
~
Callaghan & Toth
APPENDIX 3 Site Photos
C
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 32
~
Callaghan & Toth
APPENDIX 3 Site Photos
~_ ’~.~~1~
~. _-..
Photo 1 Lake MacDonald Drive Culvert Crossing
-
.:-.
".,.J. ’.
;j,:./,\ ,’.
f ’~ ~
",’ \.:--\;. <1,.
,~~,’ ~l~~ ~.. ~
I
.",_.:~.
.~1
.’ \...
..’
~.~
’;.’~~~ ~("
Photo 2 -
Lake MacDonald Drive Verge
C
55 Lake MacDonalld Drive Stage I
- SMP Rev I.doc May 2013 1225
Page 33
~
Callaghan & Toth
APPENDIX 4 Q10 Pre and Post Development
D
55 Lake MacDonalld Drive -
Stage 1 SMP Revl.doc May 2013 1225
Page 34
existing road reserve
catchment area
o
lots 1 to 4 less roof+dve
~
(new Reach)
o
Existing roof+drive area
e IReachl ~ ~ Routing Diagram for PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here}, Printed 19/04/2013
HydroCADI 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC
Page 35
,
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(hectares) (subcatchment-numbers)
0.2195 0.74 LIGHT GRASS ON clay (2S)
0.1248 0.86 EXIST ROAD+VERGE (6S)
0.0276 0.90 existing roof+DVE (5S)
0.3719 0.79 TOTAL AREA
Page 36
,
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(hectares) Group Numbers
0.0000 HSGA
0.0000 HSGB
0.0000 HSGC
0.0000 HSGD
0.3719 Other 2S, 5S, 6S
0.3719 TOTAL AREA
Page 37
,
..
PRE DEVELOPMENT Q10 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(hectares) (hectares) (hectares) (hectares) (hectares) (hectares) Cover Numbers
0.0000 0.0000 0.0000 0.0000 0.1248 0.1248 EXIST ROAD+VERGE 6S
0.0000 0.0000 0.0000 0.0000 0.2195 0.2195 LIGHT GRASS ON clay 2S
0.0000 0.0000 0.0000 0.0000 0.0276 0.0276 existing roof+DVE 5S
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 TOTAL AREA
Page 38
..
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=208.9 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 5
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
5ubcatchment 25: lots 1 to 4 less Runoff Area=2,195.0 m2 0.00% Impervious Runoff Depth=13 mm
Tc=10.0 min C=0.74 Runoff=0.05663 m3/s 0.027 MI
5ubcatchment 55: Existing roof+drive area Runoff Area=276.0 m2 0.00% Impervious Runoff Depth=25 mm
Tc=6.0 min C=0.90 Runoff=0.01443 m3/s 0.007 MI
5ubcatchment 65: existing road reserve Runoff Area=1 ,247.5 m2 0.00% Impervious Runoff Depth=24 mm
Tc=6.0 min C=0.86 Runoff=0.06234 m3/s 0.030 MI
Reach 4R: (new Reach) Inflow=0.13341 m3/s 0.065 MI
Outflow=0.13341 m3/s 0.065 MI
Total Runoff Area = 0.3719 ha Runoff Volume = 0.065 MI Average Runoff Depth = 17 mm
100.00% Pervious = 0.3719 ha 0.00% Impervious = 0.0000 ha
Page 39
)
,.
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa to-Year Duration=6 min, Inten=20B.9 mrn/hr
Prepared by {enter here}
your company name Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: lots 1 to 4 less roof+dve
[48]Hint: Peak<CiA due to short duration
Runoff = 0.05663 [email protected] hrs, Volume= 0.027 MI, Depth= 13 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
2,195.0 0.74 LIGHT GRASS ON clay
2,195.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
10.0 Direct Entry, GRASS OVER clay
Subcatchment 2S: lots 1 to 4 less roof+dve
Hydrograph
’IRunoff~
-
I/)
;;;-
E
-
3:
..2
LL
o 1 2 3
Time (hours)
Page 40
~
.
~
’"
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 55: Existing roof+drive area
Runoff = 0.01443 [email protected] hrs, Volume= 0.007 MI, Depth= 25 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
276.0 0.90 existing roof+DVE
276.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
5.0 Direct Entry, existing roof
5.0 0.0 Total, Increased to minimum Tc = 6.0 min
Subcatchment 55: Existing roof+drive area
Hydrograph
II Runoff~
-
~
E
-
~
ii:
C=O.90
1 2 3
Time (hours)
Page 41
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @ 2011 HydroCAD Software Solutions LLC Page 8
Summary for 5ubcatchment 65: existing road reserve catchment area
Runoff = 0.06234 [email protected] hrs, Volume= 0.030 MI, Depth= 24 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=6 min, Inten=208.9 mm/hr
Area (m2) C Description
1 247.5 0.86 EXIST ROAD+VERGE
1,247.5 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
6.0 Direct Entry, road +verge+conc footpath
5ubcatchment 65: existing road reserve catchment area
Hydrograph
’IRunoff~
noosa ear
Duration=6 min,
=208.9 mm/hr
-
~
E
-
;:
o Tc=6.0 min
u:::
1 2 3
Time (hours)
Page 42
PRE DEVELOPMENT Q10 Cooroy stg 1 noosa 10-Year Duration=6 min, Inten=20B.9 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 9
Summary for Reach 4R: (new Reach)
[40]Hint: Not Described (Outflow=lnflow)
Inflow Area = 0.3719 ha, 0.00% Impervious, Inflow Depth = 17 mm for 10-Year event
Inflow = 0.13341 [email protected] hrs, Volume= 0.065 MI
Outflow = 0.13341 [email protected] hrs, Volume= 0.065 MI, Atlen= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 4R: (new Reach)
Hydrograph
I Inflow
IOutflow
-
!!
E
-
~
o
o 1 2 3
Time (hours)
Page 43
@
lots 1 to 4 + road
M ......
~
......
......
......
47sqm Bioretention ...... (new Reach)
......
......
......
......
......
......
......
......
......
b~
(new Reach)
eB~~ Routing Diagram for Post DEVELOPMENT Q1OCooroy stg 1 4 lots
Prepared by {enter your company name here}, Printed 19/0412013
HydroCA[}(!!) 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC
Page 44
Post DEVELOPMENT Q10Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(hectares) (subcatchment-numbers)
0.3719 0.84 road+lots (2S)
0.3719 0.84 TOTAL AREA
Page 45
"
Post DEVELOPMENT Q10Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(hectares) Group Numbers
0.0000 HSGA
0.0000 HSGB
0.0000 HSGC
0.0000 HSGD
0.3719 Other 2S
0.3719 TOTAL AREA
Page 46
Post DEVELOPMENT Q10Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(hectares) (hectares) (hectares) (hectares) (hectares) (hectares) Cover Numbers
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 road+lots 2S
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 TOTAL
AREA
Page 47
Post DEVELOPMENT Q10Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n DiamlWidth Height Inside-Fill
Number (meters) (meters) (meters) (m/m) (mm) (mm) (mm)
2P 101.150 101.100 5.00 0.0100 0.010 225 0 0
Page 48
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Ouration=10 min, Inten=173.2 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 6
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method Pond routing by Stor-Ind method
-
8ubcatchment 28: lots 1 to 4 + road Runoff Area=3,718.5 m2 0.00% Impervious Runoff Depth=29 mm
Tc=6.0 min C=O.84 Runoff=0.15029 m3/s 0.109 MI
Reach 2R: (new Reach) Inflow=O.OOOOO m3/s 0.000 MI
Outflow=O.OOOOO m3/s 0.000 MI
Reach 3R: (new Reach) Inflow=0.12799 m3/s 0.110 MI
Outflow=0.12799 m3/s 0.110 MI
Pond 2P: 47sqm Bioretention Peak Elev=102.201 m Storage=0.011 MI Inflow=0.15029 m3/s 0.109 MI
Primary=O.OOOOO m3/s 0.000 MI Secondary=0.12799 m3/s 0.110 MI Outflow=0.12799 m3/s 0.110 MI
Total Runoff Area = 0.3719 ha Runoff Volume = 0.109 MI Average Runoff Depth 29 mm
=
100.00% Pervious = 0.3719 ha 0.00% Impervious = 0.0000 ha
Page 49
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Duration=10 min, Inten=173.2 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: lots 1 to 4 + road
Runoff = 0.15029 [email protected] hrs, Volume= 0.109 MI, Depth= 29 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 10-Year Duration=10 min, Inten=173.2 mm/hr
Area (m2) C Description
3718.5 0.84 road+lots
3,718.5 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
6.0 Direct Entry, lots+road
Subcatchment 2S: lots 1 to 4 + road
Hydrograph
II Runoff~
-
III
;:;-
E
-
~
u:::
C=O.84
1 2 3
Time (hours)
Page 50
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Duration=10 min, Inten=173.2 mrn/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 8
Summary for Reach 2R: (new Reach)
[40]Hint: Not Described (Outflow=lnflow)
Inflow Area = 0.3719 ha, 0.00% Impervious, Inflow Depth = 0 mm for 10-Year event
Inflow = 0.00000 [email protected] hrs, Volume= 0.000 MI
Outflow = 0.00000 [email protected] hrs, Volume= 0.000 MI, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 2R: (new Reach)
Hydrograph
I Inflow
1
IOutflow
Inflow 3719 ha
-
I/)
;;-
E
-
:t
o
u::
o 1 2 3
Time (hours)
Page 51
..
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Duration=10 min, Inten=173.2 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCA[)@ 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 9
Summary for Reach 3R: (new Reach)
[40]Hint: Not Described (Outflow=lnflow)
Inflow = 0.12799 [email protected] hrs, Volume= 0.110 MI
Outflow = 0.12799 [email protected] hrs, Volume= 0.110 MI, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 3R: (new Reach)
Hydrograph
I Inflow
IOutflow
-
~
E
-
~
i:L
o 1 2 3
Time (hours)
Page 52
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Duration=10 min, Inten=173.2 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 10
Summary for Pond 2P: 47sqm Bioretention
Inflow Area = 0.3719 ha, 0.00% Impervious, Inflow Depth = 29 mm for 10-Year event
Inflow = 0.15029 [email protected] hrs, Volume= 0.109 MI
Outflow = 0.12799 [email protected] hrs, Volume= 0.110 MI, Atten= 15%, Lag= 5.5 min
Primary = 0.00000 [email protected] hrs, Volume= 0.000 MI
Secondary = 0.12799 [email protected] hrs, Volume= 0.110 MI
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs 1 2
Peak Elev= 102.201 [email protected] hrs Surf.Area= 0.0047 ha Storage= 0.011 MI
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.8 min (10.1 9.3 )
-
Volume Invert Avail.Storage Storage Description
#1 101.900 m 0.029 MI 4.00 mWx 6.25 mL x 0.60 mH Prismatoid Z=3.0
Device Routing Invert Outlet Devices
#1 Primary 102.300 m 90.0 deg x 1.00 m long x 0.20 m rise Sharp-Crested VeelTrap Weir
Cv= 1.38 (C=1.72)
#2 Secondary 101.150 m 225 mm Round Device 1
L= 5.00 m RCP, groove end w/headwall, Ke= 0.200
Inlet! Outlet Invert= 101.150 m 1 101.100 m S= 0.0100 m/m Cc=
0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.040 m2
#3 Device 1 102.200 m 450 mm x 450 mm Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=O.OOOOO [email protected] hrs HW=1 01.900 m (Free Discharge)
’t_1=Sharp-Crested VeelTrap Weir (Controls 0.00000 m3/s)
’t_3=Orifice/Grate (Controls 0.00000 m3/s)
Secondary OutFlow Max=0.12795 [email protected] hrs HW=102.201 m (Free Discharge)
’t_2=Device 1 (Inlet Controls 0.12795 [email protected] m/s)
Page 53
Post DEVELOPMENT Q10Cooroy stg 1 noosa 10-Year Duration=10 min, Inten=173.2 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 11
Pond 2P: 47sqm Bioretention
Hydrograph
. Inflow
o Outflow
. Primary
. Secondary
-
~
E
-
~
o
u:::
o 1 2 3
Time (hours)
Page 54
existing road reserve
catchment area
o
lots 1 to 4 less roof+dve
~
(new Reach)
o
Existing roof+drive area
eB~~ Routing Diagram for PRE DEVELOPMENT Q100 Cooroy stg 1 4 lots
Prepared by {enter your company name here}, Printed 19/0412013
[email protected] sin 05328 @2011 HydroCAD Software Solutions LLC
Page 55
PRE DEVELOPMENT Q100 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(hectares) (subcatchment-numbers)
0.2195 0.88 LIGHT GRASS ON clay (2S)
0.0276 0.90 existing roof+DVE (5S)
0.1248 1.00 ROAD+VERGE (6S)
0.3719 0.92 TOTAL AREA
Page 56
PRE DEVELOPMENT Q100 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(hectares) Group Numbers
0.0000 HSGA
0.0000 HSGB
0.0000 HSGC
0.0000 HSGD
0.3719 Other 2S, 5S, 6S
0.3719 TOTAL AREA
Page 57
PRE DEVELOPMENT Q100 Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(hectares) (hectares) (hectares) (hectares) (hectares) (hectares) Cover Numbers
0.0000 0.0000 0.0000 0.0000 0.2195 0.2195 LIGHT GRASS ON clay 2S
0.0000 0.0000 0.0000 0.0000 0.1248 0.1248 ROAD+VERGE 6S
0.0000 0.0000 0.0000 0.0000 0.0276 0.0276 existing roof+DVE 5S
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 TOTAL AREA
Page 58
.
PRE DEVELOPMENT Q100 Cooroy stg noosa 100-Year Duration=6 min, Inten=301.0 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 5
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method Pond routing by Stor-Ind method
-
5ubcatchment 25: lots 1 to 4 less Runoff Area=2,195.0 m2 0.00% Impervious Runoff Depth=21 mm
Tc=10.0 min C=0.88 Runoff=0.09704 m3/s 0.047 MI
5ubcatchment 55: Existing roof+drive area Runoff Area=276.0 m2 0.00% Impervious Runoff Depth=37 mm
Tc=6.0 min C=0.90 Runoff=0.02080 m3/s 0.010 MI
5ubcatchment 65: existing road Runoff Area=1,247.5 m2 100.00% Impervious Runoff Depth=41 mm
Tc=6.0 min C=1.00 Runoff=O.1 0445 m3/s 0.051 MI
Reach 4R: (new Reach) Inflow=0.22229 m3/s 0.108 MI
Outflow=0.22229 m3/s 0.108 MI
Total Runoff Area = 0.3719 ha Runoff Volume = 0.108 MI Average Runoff Depth 29 mm=
66.45% Pervious = 0.2471 ha 33.55% Impervious 0.1248 ha
=
Page 59
PRE DEVELOPMENT Q100 Cooroy stg noosa 100-Year Duration=6 min, Inten=301.0 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
2011 HydroCAD Software Solutions LLC
HydroCA[)@ 10.00 sIn 05328 ( Page 6
Summary for Subcatchment 2S: lots 1 to 4 less roof+dve
[48]Hint: Peak<CiA due to short duration
Runoff = 0.09704 [email protected] hrs, Volume= 0.047 MI, Depth= 21 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 100-Year Duration=6 min, Inten=301.0 mm/hr
Area (m2) C Description
2,195.0 0.88 LIGHT GRASS ON clay
2,195.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
10.0 Direct Entry, GRASS OVER clay
Subcatchment 2S: lots 1 to 4 less roof+dve
Hydrograph
II Runoff~
-
I/)
;;-
E
-
.~
o
Li:
1 2 3
Time (hours)
Page 60
PRE DEVELOPMENT Q100 Cooroy stg noosa 100-Year Duration=6 min, Inten=301.0 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 55: Existing roof+drive area
Runoff = 0.02080 [email protected] hrs, Volume= 0.010 MI, Depth= 37 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 100-Year Duration=6 min, Inten=301.0 mm/hr
Area (m2) C Description
276.0 0.90 existing roof+DVE
276.0 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
5.0 Direct Entry, existing roof
5.0 0.0 Total, Increased to minimum Tc = 6.0 min
Subcatchment 55: Existing roof+drive area
Hydrograph
II Runoff~
-
~
E
-
~
o
LL
o 1 2 3
Time (hours)
Page 61
PRE DEVELOPMENT Q100 Cooroy stg noosa 100-Year Duration=6 min, Inten=301.0 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @ 2011 HydroCAD Software Solutions LLC Page 8
Summary for 5ubcatchment 65: existing road reserve catchment area
Runoff = 0.10445 [email protected] hrs, Volume= 0.051 MI, Depth= 41 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 100-Year Duration=6 min, Inten=301.0 mm/hr
Area (m2) C Description
1 247.5 1.00 ROAD+VERGE
1,247.5 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
6.0 Direct Entry, road +verge+conc footpath
5ubcatchment 65: existing road reserve catchment area
Hydrograph
II Runoff~
-
I/)
;:0-
S
-
3:
o
u:::
C=1.00
o 1 2 3
Time (hours)
Page 62
PRE DEVELOPMENT Q100 Cooroy stg noosa 100-Year Durafion=6 min, Infen=301.0 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 9
Summary for Reach 4R: (new Reach)
[40]Hint: Not Described (Outflow=lnflow)
Inflow Area = 0.3719 ha, 33.55% Impervious, Inflow Depth = 29 mm for 100-Year event
Inflow = 0.22229 [email protected] hrs, Volume= 0.108 MI
Outflow = 0.22229 [email protected] hrs, Volume= 0.108 MI, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 4R: (new Reach)
Hydrograph
IInflow
IOutflow
~
o
u:::
o 1 2 3
Time (hours)
Page 63
o
lots 1 to 4 + road
M .....
~
.....
.....
.....
47sqm Bioretention ..... (new Reach)
.....
.....
.....
.....
.....
.....
.....
.....
.....
~
(new Reach)
eB ~ Routing Diagram for Post DEVELOPMENT Q100Cooroy stg 1 4 lots
Prepared by {enter your company name here}, Printed 19/0412013
[email protected] sin 05328 @2011 HydroCAD Software Solutions LLC
Page 64
Post DEVELOPMENT Q100Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(hectares) (subcatchment-numbers)
0.3719 1.00 road+lots (2S)
0.3719 1.00 TOTAL AREA
Page 65
Post DEVELOPMENT Q100Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(hectares) Group Numbers
0.0000 HSGA
0.0000 HSGB
0.0000 HSGC
0.0000 HSGD
0.3719 Other 2S
0.3719 TOTAL AREA
Page 66
Post DEVELOPMENT Q100Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(hectares) (hectares) (hectares) (hectares) (hectares) (hectares) Cover Numbers
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 road+lots 2S
0.0000 0.0000 0.0000 0.0000 0.3719 0.3719 TOTAL
AREA
Page 67
Post DEVELOPMENT Q100Cooroy stg 1 4 lots
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n DiamlWidth Height Inside-Fill
Number (meters) (meters) (meters) (m/m) (mm) (mm) (mm)
2P 101.150 101.100 5.00 0.0100 0.010 225 0 0
Page 68
.
Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration=10 min, Inten=250.8 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAD<ID 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 6
Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
Reach routing by Stor-Ind method -
Pond routing by Stor-Ind method
5ubcatchment 25: lots 1 to 4 + road Runoff Area=3,718.5 m2 100.00% Impervious Runoff Depth=51 mm
Tc=6.0 min C=1.00 Runoff=0.25908 m3/s 0.188 MI
Reach 2R: (new Reach) Inflow=0.08122 m3/s 0.030 MI
Outflow=0.08122 m3/s 0.030 MI
Reach 3R: (new Reach) Inflow=0.15147 m3/s 0.158 MI
Outflow=0.15147 m3/s 0.158 MI
Pond 2P: 47sqm Bioretention Peak Elev=102.578 m Storage=0.035 MI Inflow=0.25908 m3/s 0.188 MI
Primary=0.08122 m3/s 0.030 MI Secondary=0.15147 m3/s 0.158 MI Outflow=0.23270 m3/s 0.188 MI
Total Runoff Area = 0.3719 ha Runoff Volume = 0.188 MI Average Runoff Depth 51 mm=
0.00% Pervious = 0.0000 ha 100.00% Impervious 0.3719 ha
=
Page 69
" .
.
Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration=10 min, Inten=250.8 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 25: lots 1 to 4 + road
Runoff = 0.25908 [email protected] hrs, Volume= 0.188 MI, Depth= 51 mm
Runoff by Rational method, Rise/Fall=1.0/1.7 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
noosa 100-Year Duration=10 min, Inten=250.8 mm/hr
Area (m2) C Description
3,718.5 1.00 road+lots
3,718.5 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (meters) (m/m) (m/sec) (m3/s)
6.0 Direct Entry, lots+road
Subcatchment 25: lots 1 to 4 + road
Hydrograph
II Runoff~
noosa ear
Duration=10 min,
-
I/)
;:;-
E
-
~
Li:
C=1.00
o 1 2 3
Time (hours)
Page 70
...
.
Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration=10 min, Inten=250.8 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @2011 HydroCAD Software Solutions LLC Page 8
Summary for Reach 2R: (new Reach)
[401 Hint: Not Described (Outflow=lnflow)
Inflow Area = 0.3719 ha,1 00.00% Impervious, Inflow Depth = 8 mm for 100-Year event
Inflow = 0.08122 [email protected] hrs, Volume= 0.030 MI
Outflow = 0.08122 [email protected] hrs, Volume= 0.030 MI, Atlen= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 2R: (new Reach)
Hydrograph
I Inflow
Area=O.3719 ha
IOutflow
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Time (hours)
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Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration=10 min, Inten=250.8 mmlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCA[)@ 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 9
Summary for Reach 3R: (new Reach)
[401 Hint: Not Described (Outflow=lnflow)
Inflow = 0.15147 [email protected] hrs, Volume= 0.158 MI
Outflow = 0.15147 [email protected] hrs, Volume= 0.158 MI, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Reach 3R: (new Reach)
Hydrograph
I Inflow
IOutflow
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E
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o 1 2 3
Time (hours)
Page 72
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Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration=10 min, Inten=250.8 mm/hr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sIn 05328 @ 2011 HydroCAD Software Solutions LLC Page 10
Summary for Pond 2P: 47sqm Bioretention
Inflow Area = 0.3719 ha,100.00% Impervious, Inflow Depth = 51 mm for 100-Year event
Inflow = 0.25908 [email protected] hrs, Volume= 0.188 MI
Outflow = 0.23270 [email protected] hrs, Volume= 0.188 MI, Atten= 10%, Lag= 5.1 min
Primary - 0.08122 [email protected] hrs, Volume= 0.030 MI
Secondary = 0.15147 [email protected] hrs, Volume= 0.158 MI
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs 1 2
Peak Elev= 102.578 [email protected] hrs Surf.Area= 0.0083 ha Storage= 0.035 MI
Plug-Flow detention time= 2.0 min calculated for 0.187 MI (100%of inflow)
Center-of-Mass det. time= 2.0 min (11.3 9.3 )-
Volume Invert Avail.Storage Storage Description
#1 101.900 m 0.037 MI 4.00 mWx 6.25 mL x 0.70 mH Prismatoid Z=3.0
Device Routing Invert Outlet Devices
#1 Primary 102.300 m 90.0 deg x 0.10 m long x 0.30 m rise Sharp-Crested VeelTrap Weir
Cv= 1.38 (C= 1.72)
#2 Secondary 101.150 m 225 mm Round Device 1
L= 5.00 m RCP, groove end w/headwall, Ke= 0.200
Inlet 1 Outlet Invert= 101.150 m 1 101.100 m S= 0.0100 m/m Cc=
0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.040 m2
#3 Device 1 102.200 m 600 mm x 600 mm Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.08062 [email protected] hrs HW=102.577 m (Free Discharge)
L1=Sharp-Crested VeelTrap Weir (Weir Controls 0.08062 [email protected] m/s)
L3=Orifice/Grate (Passes 0.08062 m3/s of 0.50319 m3/s potential flow)
Secondary OutFlow Max=0.15142 [email protected] hrs HW=102.577 m (Free Discharge)
L2=Device 1 (Inlet Controls 0.15142 [email protected] m/s)
Page 73
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Post DEVELOPMENT Q100Cooroy st noosa 100-Year Duration =10 min, Inten=250.8 mrnlhr
Prepared by {enter your company name here} Printed 19/04/2013
HydroCAOO 10.00 sin 05328 @2011 HydroCAD Software Solutions LLC Page 11
Pond 2P: 47sqm Bioretention
Hydrograph
. Inflow
D Outflow
. Primary
CJ Secondary
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Time (hours)
Used in these records
REFERENCED DOCUMENT - REC13/0015Related documentApplication case desk ↗
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