Wyndham Ridge Estate, Residential Subdivision – Statement of Environmental Effects Appendix 4 Stormwater Drainage Strategy
Proposed Residential Subdivision
Stormwater Drainage Strategy
West Street Greta
Hardie Greta Pty Ltd
PO Box 3330 Merewether NSW 2291
M 0400 397 342
E [email protected]
W fisherengineers.com.au
West Street Greta
© Fisher Consulting Engineers Pty Limited [2013].
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Issue
1
Description
Original Issue
AJF
Author
05.05.14
Reviewer
AJF
05.05.14
Approved by
AJF
05.05.14
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Contents
List of Acronyms ...................................................................................................................................... iv
1.
INTRODUCTION ......................................................................................................................... 1
1.1.
Background ................................................................................................................... 1
1.2.
Site description.............................................................................................................. 1
1.3.
Proposed development ................................................................................................. 1
1.4.
Scope of work ............................................................................................................... 2
1.5.
Available data ................................................................................................................ 2
1.6.
Strategy objectives / criteria .......................................................................................... 3
2.
STORMWATER DRAINAGE MANAGEMENT STRATEGY .......................................................... 4
3.
METHODOLOGY ........................................................................................................................ 5
3.1.
STORMWATER RUNOFF QUANTITY............................................................................ 5
3.1.1
4.
Stormwater Flow Model ............................................................................... 5
3.2.
STORMWATER RUNOFF QUALITY .............................................................................. 9
3.3.
FLOODING .................................................................................................................... 9
MODEL RESULTS .................................................................................................................... 10
4.1.
STORMWATER RUNOFF QUANTITY.......................................................................... 10
4.1.1
Probabilistic Rational method .................................................................... 10
4.1.2
DRAINS model results ............................................................................... 10
4.1.2
DRAINS modelled detention basin outlet controls .................................... 14
4.2.
STORMWATER RUNOFF QUALITY ............................................................................ 16
4.3.
STORMWATER FLOW CONVEYANCE STRUCTURES .............................................. 17
4.4.
FLOODING .................................................................................................................. 17
5.
SUMMARY AND CONCLUSIONS ............................................................................................ 19
6.
REFERENCES .......................................................................................................................... 20
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List of Figures
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Locality Plan
Indicative Lot Layout
Existing Catchment Plan
Developed Catchment Plan
Stormwater Management Plan
Detention Basin No. 1 Layout Plan
Detention Basin No. 2 Layout Plan
List of Appendices
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
Indicative Lot Layout (Hardie Greta)
DRAINS Data Spreadsheets
PRM Calculations
DRAINS Results Spreadsheets
Stage / Discharge Relationship for Detention Basin No. 2
Nutrient Control Pond Calculations
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List of Acronyms
AHD
Australian Height Datum
ARI
Average Recurrence Interval
AR&R
Australian Rainfall and Runoff, Institution of Engineers, Australia, 1987
AWL
Active Water Level
BASIX
Building Sustainability Index
CC
Construction Certificate
CCC
Cessnock City Council
DA
Development Application
DLWC
Department of Land and Water Conservation
FFL
Finished Floor Level
GPT
Gross Pollutant Trap
IFD
Intensity Frequency Duration
LGA
Local Government Area
PRM
Probabilistic Rational Method
PWL
Permanent Water Level
R.L
Reduced Level
TWL
Top Water Level
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1.
INTRODUCTION
1.1. Background
Fisher Consulting Engineers has been engaged by Hardie Greta Pty Ltd to formulate a
Stormwater Drainage Strategy to support a proposed Development Application for a residential
subdivision off West Street Greta. The site is known as Lot 1 and 2 DP 1151267 (9.5ha total
area), and Lot 2 DP 808354 (37ha), and is situated within the Cessnock City Council Local
Government Area. The stormwater drainage strategy addresses stormwater quantity and
quality requirements, and flood levels for the proposed development.
A locality plan is shown in Figure 1.
1.2. Site description
The site is generally bounded by the Hunter River to the east, Wyndham Street to the south,
undeveloped land off Hollingshed Street and rural residential development off Water Street to
the west, and rural pasture to the north.
Lot 2 DP 1151267 drains typically toward the north and the north west and contains slopes
typically in the order of 8%. The site varies in level from approximately R.L 92m AHD in its
south eastern corner to R.L 62m in its north western corner.
Lot 2 DP 808354 drains toward the south west to an unnamed creek, which ultimately
discharges into Anvil Creek. The site contains slopes typically in the order of 6 – 9% and varies
in levels from approximately R.L 108m AHD to R.L 62m. The eastern portion of the site, which
drains directly to the Hunter River, has slopes in excess of 40%.
In 2010 WMAwater released a report titled the Hunter River, Branxton to Green Rocks Flood
Study, known as Flood Study 2010. The 1% AEP flood level for the subject site determined
from Flood Study 2010 Figures 24 and 33 is approximately R.L 28.5m AHD. In July 2013,
WMAwater released a draft report titled Hunter River, Review of Branxton Flood Levels. In this
2013 study Figure 16 profiles the 1% AEP flood level for the subject site at approximately R.L
27m AHD. The 2013 study reports that the 2013 report should be utilised for flood levels in the
Cessnock LGA and the 2010 study should be utilised for flood levels in the Maitland LGA.
In summary, the developments footprint ranges from R.L 62m AHD to R.L 108m, and the 100
year (1% AEP) flood level is R.L 27m AHD. Therefore the development is not affected by
flooding from the Hunter River, and no further investigation is considered necessary for the
intent of this strategy.
Localised flooding will be reviewed within this strategy to ensure proposed lots are above any
raised 100 year flow levels resulting from possible stormwater detention measures and
stormwater flow conveyance structures.
1.3. Proposed development
The proposed development involved the rezoning of Lot 1 and 2 DP 1151267 and Lot 2 DP
808354 for residential development.
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An indicative lot layout has been prepared and is shown in Figure 2. The indicative lot layout
shows:

34 proposed lots over Lot 2 DP 1151267 zoned as R5 with minimum lot areas of
2000m2.

214 proposed lots over Lot 2 DP 808354 zoned as R2 with lot areas ranging from 600m2
to 3750m2.

1 lot over Lot 2 DP 808354 zoned as E2 with lot area of 7.87ha.

3 proposed lots over Lot 2 DP 808354 designated as open space for stormwater
management, with an area totalling greater than 3.0ha.
Access to the proposed development will be via West Street.
1.4. Scope of work
This Strategy has been undertaken to provide the following information in support of the
Development Application:
 Identification of the requirements of Cessnock City Council for the development site.
 Identify the impacts of the proposed residential development on existing waterways.
 Develop a strategy to minimise the effects of the development on downstream
waterways.

Provide concept sizing of the proposed stormwater management facilities in
accordance with the adopted strategy.
1.5. Available data
The following available information was utilised in the preparation of this strategy:

An indicative lot layout plan supplied by Hardie Greta. A copy of the lot layout plan is
shown in Appendix A.

Stage 1 Stormwater Management Plan, Issue 2, November 2006, prepared by
Patterson Britton & Partners.

Stage 2 Stormwater Assessment, Issue 2, December 2006, prepared by Patterson
Britton & Partners.

Hunter River, Branxton to Green Rocks Flood Study, September 2010, prepared by
WMAwater.

Hunter River, Review of Branxton Flood Levels, July 2013, prepared by WMAwater.

Proposed Rezoning, Stormwater Management Strategy, Issue 3, 19.11.13, prepared
by Fisher Consulting Engineers.
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1.6. Strategy objectives / criteria
1.6.1
Stormwater Runoff Quantity Criteria
The majority of the proposed development site discharges directly to an existing unnamed
watercourse in the south west corner of the R2 zone (Lot 2 DP 808354), which travels in a south
west direction and ultimately discharges into Anvil Creek.
The northern portion of the R2 zone drains to the north west corner of the development site.
Stormwater flow management criteria include:

The adoption of a major / minor flow approach to the design of the local stormwater
flow management system.

Conveyance of major flows through the site in a safe manner.

Limiting the post development discharge rates from the subject site to predevelopment discharge rates.
1.6.2
Stormwater Runoff Quality Criteria
Stormwater runoff from the development should be treated prior to discharge, consistent with
normal practice for new developments, and with consideration to opportunities for integration
with existing site features and topography.
1.6.3
Flooding Criteria
Lots should have sufficient buildable area for a dwelling to be located at or above the flood
planning level, which is the 1% AEP flood level plus 500mm freeboard for residential
development.
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2.
STORMWATER DRAINAGE MANAGEMENT STRATEGY
The proposed stormwater drainage strategy involves:

Capture of stormwater from lot and road reserve areas by a conventional pit and pipe
drainage network located in the street or in interallotment drainage easements where
required.

Conveyance of captured stormwater within the drainage pipe network to gross
pollutant traps (GPT’s) for primary treatment prior to discharge into the proposed
combined detention basin and constructed wetland.

Discharge from the outlet of the constructed wetlands will be conveyed over land to
the existing unnamed watercourses.
Other key points on the proposed stormwater drainage strategy are set out below:

It is anticipated that further stormwater quantity control is likely to be achieved on each
lot by rainwater tanks which are likely to be required by BASIX (Building Sustainability
Index) regulations.
The proposed combined detention basins and constructed wetlands will be located within
drainage reserves and dedicated to Council consistent with other developments within the
Cessnock LGA.
Details of the proposed local drainage system will be determined at the time of Construction
Certificate application, to Council’s standard requirements.
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3.
METHODOLOGY
3.1. STORMWATER RUNOFF QUANTITY
Existing and post-development flowrates are estimated using hydrological computer modelling
software in order to demonstrate the magnitude of the local catchment flowrates.
The post-development discharge is compared to the pre-developed discharge, and if higher,
detention is usually warranted in accordance with Council’s standard requirements.
3.1.1 Stormwater Flow Model
A stormwater flow model was prepared for the purpose of estimating existing and postdevelopment flowrates to demonstrate the relatively small magnitude of the local catchment
flowrates.
3.1.1.1 Catchment plan and model data
Surface runoff flowrates from the site were modelled in two differing scenarios using the
DRAINS – Urban Drainage Model, firstly in the existing state and secondly as a developed
catchment.
The RAFTS module was used within the DRAINS software package for both scenarios.
For the existing state the development site was divided into three catchments, Catchments A,
B and C. Figure 3 shows the location of the existing state catchment boundaries, including the
external catchment where required.
For the developed state the development site was divided into three catchments, Catchments
A, B and C, however Catchments B and C were modified to reflect the developed catchment,
including redirected stormwater where the flow is conveyed via the street drainage system into
Catchment B from Catchment C. Minor overflows from Catchment C will continue to discharge
to the existing outlet of Catchment C during major storm events. Figure 4 shows the location
of the developed state catchment boundaries, including the external catchment where
required.
The methodology for stormwater quantity comprised quantitative analysis of available data to
estimate existing and future flow behaviour from the development site. The analysis involved
examination of surface hydrology to assess runoff characteristics from the site and sizing of
stormwater mitigation devices to negate the impact of site development on existing flowrates.
This involved the following steps:

Estimation of existing peak stormwater flowrates at the downstream drainage outlets
of the site using the DRAINS drainage software package. Flowrates from the DRAINS
software were compared with flowrate estimates obtained using the Probabilistic
Rational Method (Australian Rainfall and Runoff, Institution of Engineers, Australia,
1987), which is normal practice in rural catchments where long term flow data is not
available for model calibration.

Revise the existing scenario in the DRAINS drainage model to include the additional
impervious areas that will arise due to development of the site. This resulted in the
developed DRAINS drainage model.
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
The critical storm was then selected for each ARI, based on the peak discharge from
the site. The hydrographs of these ‘critical’ storms were plotted to determine the
approximate volume of storage required.

Identification of potential locations for on-site stormwater detention structures to
reduce post-development discharge flowrates.
3.1.1.2 Rainfall data
Rainfall for a range of design events from 1 year ARI to 100 year ARI, and storm durations from
5 minutes to 12.0 hours for each, were modelled in order to identify the critical storm duration
(producing the highest peak flowrate) for each ARI from the site. The required rainfall Intensity
Frequency Duration (IFD) rainfall data was obtained from the tables supplied in Australian
Rainfall and Runoff and is reproduced below.
Latitude
= 32.680 S
Longitude
= 151.380 E
Skewness
= 0.08
2-year ARI,
1 hour intensity
= 27.59 mm/hr
12 hour intensity
= 5.33 mm/hr
72 hour intensity
= 1.72 mm/hr
1 hour intensity
= 51.50 mm/hr
12 hour intensity
= 11.02 mm/hr
72 hour intensity
= 3.52 mm/hr
50-year ARI,
3.1.1.3 Probabilistic Rational method
Probabilistic rational method flow calculations were undertaken for existing Catchments A, B
and C, and their external catchments using the procedure outlined in Australian Rainfall and
Runoff to calibrate DRAINS stormwater modelling in the existing state.
Table 1 summarises the adopted values for catchment areas and fraction impervious for the
existing Catchments A, B and C, used in the probabilistic rational method flow calculations.
Table 1: Catchment values for probabilistic rational method calculations
Catchment
Catchment Area
Fraction Impervious
A
51.515 ha
0.0
B
5.273 ha
0.0
C
1.766 ha
0.0
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3.1.1.4 DRAINS model parameters
Table 2 summarises the catchment storage and loss parameter values adopted in the DRAINS
models for Catchments A, B and C. The parameter values are adopted by calibrating the
exiting scenario DRAINS model results with the calculated values from probabilistic rational
method calculations.
Table 2: Storage and loss parameter values adopted in the DRAINS hydrological models
for Catchments A, B and C
Parameter
Catchment A
Catchment B
Catchment C
value
value
value
Storage Multiplier, Bx
1.2
0.95
0.95
Pervious Area Initial Loss (mm)
15.0
15.0
10.0
Pervious Area Continuing Loss (mm)
1.5
2.5
2.5
Impervious Area Initial Loss (mm)
0.0
0.0
0.0
Impervious Area Continuing Loss (mm)
0.0
0.0
0.0
3.1.1.5 Model subcatchment data
Full DRAINS model subcatchment data is provided in Appendix B. Subcatchment Manning’s
n roughness values used in the DRAINS models are summarised in Table 3.
Table 3: Roughness parameter values adopted in the DRAINS models
Model - surface type
Mannings ‘n’ value
Existing model - pervious areas
0.1
Developed models - pervious / impervious areas
0.1 / 0.011
Subcatchment impervious area percentage values used in the DRAINS models are
summarised in Table 4.
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Table 4: Impervious area percentage values adopted in the DRAINS models
Model - type
Impervious Area
Percentage
Existing model
– natural
0%
– existing external catchment
5%
Developed models
– natural
0%
– existing external catchment
5%
– developed lots
50%
– developed lots with half road reserve
65%
– large developed lots (>1200m2 approx.)
– half road reserve
400m2/lot
85%
For normal residential lot including half road (<1200m2), fraction impervious of 65% was
adopted.
For the larger lots, (>1200m2) 400m2 of impervious area was adopted on each lot, with the
fraction impervious for the total subcatchment area being adjusted accordingly.
Catchment A, subcatchment 1.00, will be reviewed to determine if any detention is required
prior to developed stormwater leaving the development site and entering adjoining external
property. This flow ultimately re-enters the development site on the northern side of West Street
after passing through the external existing catchment.
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3.2. STORMWATER RUNOFF QUALITY
The methodology for Stormwater Runoff Quality typically involves selection of stormwater
quality treatment devices based on identified opportunities for stormwater quality management
referencing the development site and catchment conditions, and normal best practice.
It is proposed that nutrient control will be affected by the provision of a total of two combined
nutrient control ponds / detention basins designed in accordance with The Constructed
Wetlands Manual (DLWC, 1998). Figure 5 shows the Stormwater Management Plan and details
the locations of the combined detention basin / nutrient control ponds.
The combined nutrient control pond/detention basins will also act as a detention storage
device to limit the catchment’s discharges to existing flowrates.
Gross Pollutant Traps (GPT’s) will be provided at the downstream end of all pipe systems prior
to discharging into the Nutrient Ponds.
3.3. FLOODING
Following the stormwater modelling process, and the inclusion of any required stormwater
detention measures and/or stormwater flow conveyance structures, proposed lots are
reviewed against localised 100 year ARI stormwater flow levels to confirm that there is sufficient
buildable area for a dwelling to be located at or above the flood planning level, which is the 1%
AEP flood level plus 500mm freeboard for residential development.
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4.
MODEL RESULTS
4.1. STORMWATER RUNOFF QUANTITY
4.1.1 Probabilistic Rational method
Summary of probabilistic rational method flow estimates are provided in Table 5. Full
calculations are provided in Appendix C.
Table 5: Probabilistic rational method results
ARI
Catchment A
Catchment B
Catchment C
(years)
3
(m /s)
3
(m /s)
(m3/s)
1
0.891
0.117
0.047
2
1.37
0.180
0.072
5
2.08
0.275
0.111
10
2.67
0.354
0.144
20
3.44
0.458
0.187
50
4.38
0.585
0.239
100
5.32
0.711
0.292
4.1.2 DRAINS model results
The DRAINS models for Catchments A, B and C were run for various design storm durations
to calibrate the model. The following three results summary tables are provided below:

Table 6: Catchment A Model calibration. Comparison of DRAINS-predicted peak
flowrates with probabilistic rational method peak flowrates for existing catchment
conditions (0% impervious percentage).

Table 7: Catchment B Model calibration. Comparison of DRAINS-predicted peak
flowrates with probabilistic rational method peak flowrates for existing catchment
conditions (0% impervious percentage).

Table 8: Catchment C Model calibration. Comparison of DRAINS-predicted peak
flowrates with probabilistic rational method peak flowrates for existing catchment
conditions (0% impervious percentage).
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Table 6: Model results of ‘existing’ state for Catchment A
ARI
(years)
Peak Flowrate
(Existing State – Probabilistic
Rational Method)
(m3/s)
Peak Flowrate
(Existing State – DRAINS with
impervious % = 0.0)
(m3/s)
Percentage
Change
(m3/s)
1
0.891
0.786
-12%
2
1.37
1.41
+3%
5
2.08
2.32
+11%
10
2.67
2.90
+9%
20
3.44
3.72
+8%
50
4.38
4.75
+8%
100
5.32
5.67
+7%
Table 7: Model results of ‘existing’ state for Catchment B
ARI
(years)
Peak Flowrate
(Existing State – Probabilistic
Rational Method)
(m3/s)
Peak Flowrate
(Existing State – DRAINS with
impervious % = 0.0)
(m3/s)
Percentage
Change
(m3/s)
1
0.117
0.086
-26%
2
0.180
0.167
-7%
5
0.275
0.288
+5%
10
0.354
0.370
+5%
20
0.458
0.484
+6%
50
0.585
0.597
+2%
100
0.711
0.712
0%
Table 8: Model results of ‘existing’ state for Catchment C
ARI
(years)
Peak Flowrate
(Existing State – Probabilistic
Rational Method)
(m3/s)
Peak Flowrate
(Existing State – DRAINS with
impervious % = 0.0)
(m3/s)
Percentage
Change
(m3/s)
1
0.047
0.048
+2%
2
0.072
0.184
+16%
5
0.111
0.128
+15%
10
0.144
0.159
+10%
20
0.187
0.196
+5%
50
0.239
0.240
0%
100
0.292
0.284
-3%
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The flowrate comparisons in Tables 6, 7 and 8 demonstrate that the DRAINS models were
producing peak flowrate estimates that were similar to those estimated using probabilistic
rational method calculations for 1 to 100 year ARI storm events. This validates the effectiveness
of the parameters used in the hydrological models in DRAINS.
The DRAINS models for Catchments A, B and C were run for various design storm durations
to determine peak flowrates.
The model-predicted flowrates for existing and developed state flowrates, and developed state
flowrates with detention, are summarised in Table 9, Table 10, Table 11 and Table 12. Full
model results are included in Appendix D for the 1, 10 and 100 year ARI events.
Table 9: DRAINS Peak Flow Results for Catchment A (Detention Basin No. 1)
ARI
(years)
Peak Flowrate
(Existing State)
(m3/s)
Peak Flowrate
(Developed State)
(m3/s)
Peak Flowrate
(Developed State with
Detention)
(m3/s)
1
1.26
1.52
0.981
2
2.12
2.88
1.65
5
3.00
4.78
2.38
10
3.53
5.94
2.73
20
4.34
7.42
3.76
50
5.46
8.81
4.87
100
6.45
10.29
5.78
Table 10: DRAINS Peak Flow Results for Catchment A - Subcatchment 1.00
ARI
(years)
Peak Flowrate
(Existing State)
(m3/s)
Peak Flowrate
(Developed State)
(m3/s)
1
0.055
0.058
2
0.096
0.093
5
0.159
0.156
10
0.206
0.202
20
0.258
0.265
50
0.309
0.333
100
0.373
0.394
It is noted that Catchment A, subcatchment 1.00, has developed flowrates similar to those in
the existing state. This is considered to be accurate due to the reduced subcatchment area in
the developed state. And due to the flowrates being relatively similar, detention is not
considered necessary for this subcatchment. Furthermore, with the provision of rainwater
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tanks, as required by BASIX, the peak flowrates will be further reduced and the resulting
flowrate difference would be marginal.
Table 11: DRAINS Peak Flow Results for Catchment B (Detention Basin No. 2)
ARI
(years)
Peak Flowrate
(Existing State)
(m3/s)
Peak Flowrate
(Developed State)
(m3/s)
Peak Flowrate
(Developed State with
Detention)
(m3/s)
1
0.137
0.374
0.125
2
0.197
0.711
0.189
5
0.302
1.17
0.294
10
0.374
1.44
0.331
20
0.486
1.78
0.487
50
0.599
2.04
0.603
100
0.714
2.32
0.713
In Catchment B the 50 year ARI peak flowrate for the developed state is marginally higher than
the existing state flowrate and is considered negligible. Furthermore, with the provision of
rainwater tanks, as required by BASIX, the higher flowrate will be further reduced and the
resulting flowrate difference would be marginal.
Table 12: DRAINS Peak Flow Results for Catchment C (Detention Basin No. 2)
ARI
(years)
Peak Flowrate
(Existing State)
(m3/s)
Peak Flowrate
(Developed State)
(m3/s)
Peak Flowrate
(Developed State with
Detention)
(m3/s)
1
0.048
0.094
-
2
0.081
0.145
-
5
0.129
0.196
-
10
0.156
0.242
0.033
20
0.195
0.294
0.073
50
0.242
0.319
0.107
100
0.286
0.361
0.158
Developed flows in Catchment C are diverted via the piped drainage network to Catchment B,
with minor overflows occurring in the 10 to 100 year ARI events. The modelled pipe size to
convey the Catchment C developed state peak flows was DN300mm.
The detention volumes required for each basin are shown below in Table 13.
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Table13: Detention Volume
Detention Basin
No.
Detention volume)
(m3)
1
8487
2
2667
4.1.2 DRAINS modelled detention basin outlet controls
Outflows from Detention Basin No. 1 have been designed so that all ARI events up to and
including the 10 year ARI storm event are controlled and conveyed through an outflow pipe
system. The outflow pipe system will restrict the flow and water will be detained in the detention
basin. For ARI’s greater than 10 years, flows are to be controlled and conveyed through the
outflow pipe system and the designed spillway.
Outflows from Detention Basin No. 2 have been designed so that all ARI events up to and
including the 50 year ARI storm event are controlled and conveyed through an outlet structure.
The outlet structure will restrict the flow and water will be detained in the detention basin. For
ARI’s greater than 50 years, flows are to be controlled and conveyed through the outlet
structure and the designed spillway.
Table 14 shows a summary of the parameters and proposed outlet structures for each basin
used in the DRAINS model.
14001 Greta DA Stormwater Drainage Strategy r1 |14
West Street Greta
Table 14: Summary of Basin and Outlet Structures
Basin
1
2
Parameter
Description
Permanent Water Level
R.L 61.10
Active Water Level
R.L 61.30
Top Water Level
R.L 62.50
Top Of Bank
R.L 63.00
Outlet Pipe Size
3 x DN900 RCP
Outlet Pipe Invert Level
R.L 61.30
Spillway Length
10.0m
Spillway Invert Level
R.L 62.32
Permanent Water Level
R.L 85.10
Active Water Level
R.L 85.40
Top Water Level
R.L 86.50
Top Of Bank
R.L 87.00
Outlet Structure Size (4 sided weir)
1.2m wide x 1.2m long x 0.94m deep
Outlet Structure Invert Level
R.L 85.00
Outlet Structure Inlet Level
R.L 86.34
Outlet Structure Inlet No. 1 Orifice Size
2 x DN225mm
Outlet Structure Inlet No. 1 Orifice Invert
Level
R.L 85.40
Outlet Structure Inlet No. 2 Orifice Size
2 x DN250mm
Outlet Structure Inlet No. 2 Orifice Invert
Level
R.L 85.85
Outlet Structure Outlet Pipe Size
1 x DN525mm RCP
Outlet Pipe Invert Level
R.L 85.00
Spillway Length
5.0m
Spillway Invert Level
R.L 86.45
The flowrates and maximum heights over the spillways were determined for each detention
basin and are shown in Table 15 and Table 16.
14001 Greta DA Stormwater Drainage Strategy r1 |15
West Street Greta
Table 15: Flowrate and depth over Spillway for Detention Basin No. 1
ARI
(years)
Peak Flowrate over
Spillway
(m3/s)
Maximum Flow Depth
over Spillway
(m)
v.d product
10
0
0
0
20
0.25
0.06
0.025
50
0.578
0.10
0.058
100
1.30
0.18
0.13
Table 16: Flowrate and depth over Spillway for Detention Basin No. 2
ARI
(years)
Peak Flowrate over
Spillway
(m3/s)
Maximum Flow Depth
over Spillway
(m)
v.d product
50
0
0
0
100
0.10
0.05
0.02
Calculations for Detention Basin No. 2’s outlet control devices (outlet structure and spillway)
modelled in DRAINS are shown in Appendix E.
Drawings showing the basin layouts within the proposed development are included in Figure
6 and Figure 7.
4.2. STORMWATER RUNOFF QUALITY
It is proposed that water quality control will be provided in the form of Gross Pollutant Traps
(GPT’s) at the discharge points of the street (pipe) drainage network into Nutrient Control
Ponds 1 and 2, as shown on Figure 5.
Nutrient removal from the proposed development is proposed by means of Gross Pollutant
Traps (GPT’s), located at the discharge points of the street (pipe) drainage network, and
Nutrient Control Ponds (Constructed Wetlands).
Details of the proposed combined nutrient control ponds / detention basins are shown in Figure
5. Nutrient control ponds were designed generally in accordance with the requirements of The
Constructed Wetlands Manual (DLWC). The calculations of the nutrient control ponds are
shown in Appendix F. The specifics of these ponds are presented in Table 17.
14001 Greta DA Stormwater Drainage Strategy r1 |16
West Street Greta
Table 17: Nutrient Control Pond Data
Nutrient Control
Pond
Contributing
Catchment
Minimum Pond
Surface Area
(m2)
Actual Pond
Surface Area
(m2)
1
A
4511
5453
2
B and C
1185
1175
The modelled surface area of Nutrient Control Pond No. 1 is 21% larger than the calculated
minimum required surface area. And the surface area of Nutrient Control Pond No. 2 is within
0.85% of the calculated minimum required surface area, which is considered negligible.
4.3. STORMWATER FLOW CONVEYANCE STRUCTURES
The proposed access road to the proposed lots on Lot 2 DP 808354 (R2 zone) will require a
culvert structure to convey overland flow from the eastern side of the proposed road to the
proposed detention basin / nutrient control pond which is located on the western side of the
proposed access road. The culvert structure was modelled in the DRAINS developed state
model to provide a sizing requirement for the conveyance of the 100 year ARI storm event
without overtopping of the proposed access road. In the DRAINS model the proposed access
road was set at R.L 65.0, and the 100 year ARI event headwater level was R.L 64.48. Table 18
summarises the details of the proposed culvert.
Table 18: Summary of culvert parameters
Culvert No.
1
Parameter
Description
100 year ARI Peak Flow
1.99 m3/s
Piped Culvert size
Twin DN675mm RCP
Culvert length
24.4m
Inlet Headwall Invert Level
R.L 63.00
Outlet headwall Invert Level
R.L 62.50
Pipe Slope
2.0%
Inlet Headwall Head Height
R.L 64.48
4.4. FLOODING
Following the stormwater modelling process, and the inclusion of any required stormwater
detention measures and/or stormwater flow conveyance structures, proposed lots are
reviewed against localised 100 year ARI stormwater flow levels to confirm that there is sufficient
buildable area for a dwelling to be located at or above the flood planning level, which is the 1%
AEP flood level plus 500mm freeboard for residential development.
The proposed Culvert immediately upstream of Detention Basin No. 1 has a headwater level of
R.L 64.48, and the proposed access road has a preliminary level of R.L 65.0. It is considered
a conservative approach to require proposed lots adjoining the proposed basin and culvert to
14001 Greta DA Stormwater Drainage Strategy r1 |17
West Street Greta
have dwelling FFL’s of minimum R.L 66.0. This proposed minimum FFL would compensate
for a full blockage of the proposed culvert in the event of an emergency. However the culvert
design should be reviewed in the CC phase to ensure that the road design for the proposed
access road and the culvert design are compatible, including required blockage factors in
accordance with AR&R.
14001 Greta DA Stormwater Drainage Strategy r1 |18
West Street Greta
5.
SUMMARY AND CONCLUSIONS
At Source Management
Although not a specific requirement of this stormwater management strategy, it is anticipated
that rainwater tanks would be provided for all dwellings to meet BASIX requirements. Where
installed rainwater tanks would provide at-source stormwater management benefits.
Stormwater Flow Management (stormwater runoff quantity and quality)
The strategy for management of stormwater runoff from the development is depicted on Figure
5, and comprises:

Capture of stormwater from lot and road reserve areas by a conventional pit and
pipe drainage network located in the street or in interallotment drainage
easements where required.

Conveyance of captured stormwater within the drainage pipe network to gross
pollutant traps (GPT’s) for primary treatment prior to discharge into the proposed
combined detention basin and constructed wetland.

The detention basins will provide attenuation of developed stormwater flowrates
to existing flowrate conditions.

The constructed wetland will provide secondary/tertiary treatment and polishing
of the stormwater runoff prior to discharge downstream.

Discharge from the outlet of the constructed wetlands will be conveyed over land
to the existing unnamed watercourse.
The proposed stormwater management measures will be located within drainage reserves and
dedicated to Council consistent with other developments within the Cessnock LGA.
As illustrated by Figure 5, there is sufficient area within the developments footprint to provide
stormwater drainage management measures to negate the impact of the proposed
development.
Flooding
Review of the WMAwater report titled Hunter River, Review of Branxton Flood Levels indicates
that the 1% AEP flood level for the subject site is R.L 27m AHD. The proposed developments
footprint ranges from R.L 62m AHD to R.L 108m. Therefore the development is not affected by
flooding from the Hunter River, and no further investigation is considered necessary for the
intent of this strategy.
The proposed Culvert immediately upstream of Detention Basin No. 1 has a modelled
headwater level of R.L 64.48, and the proposed access road has a preliminary level of R.L 65.0.
It is considered a conservative approach to require proposed lots adjoining the proposed basin
and culvert to have dwelling FFL’s of minimum R.L 66.0. This proposed minimum FFL would
compensate for a full blockage of the proposed culvert in the event of an emergency. However
the culvert design should be reviewed in the CC phase to ensure that the road design for the
proposed access road and the culvert design is compatible, including required blockage
factors in accordance with AR&R.
14001 Greta DA Stormwater Drainage Strategy r1 |19
West Street Greta
6.
REFERENCES

Stage 1 Stormwater Management Plan, Issue 2, November 2006, prepared by
Patterson Britton & Partners.

Stage 2 Stormwater Assessment, Issue 2, December 2006, prepared by Patterson
Britton & Partners.

Cessnock City Council, Engineering Requirements for Development.

Hunter River, Branxton to Green Rocks Flood Study, 2010, prepared by WMAwater.

Hunter River, Review of Branxton Flood Levels, Draft, July 2013, prepared by
WMAwater.

Australian Rainfall and Runoff, Institution of Engineers, Australia, 1987.

The Constructed Wetlands Manual, DLWC, 1998.
14001 Greta DA Stormwater Drainage Strategy r1 |20
FIGURES
Lot 2
DP 808354
R
E
ER RIV
HUNT
T
S
ST
E
W
ST
W
M
HA
D
YN
W
Client:
Hardie Greta
Project: Stormwater Drainage Strategy
Location: off West Street Greta
ST
ORIENT
ER
AT
ST
Lot 2
DP 1151267
LOCALITY PLAN
FIGURE 1
APPENDIX A
Indicative Lot Layout (Hardie Greta)
APPENDIX B
DRAINS Data
Undeveloped Catchments
DRAINS Data Spreadsheet ‐ Catchment A ‐ Undeveloped Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
N 1.00
Node
N 2.00
Node
N 1.04
Node
N 1.01
Node
N 1.02
Node
N 2.01
Node
N 1.03
Node
N Outlet A
Node
DETENTION BASIN DETAILS
Name
Elev
SUB‐CATCHMENT DETAILS
Name
Pit or
Node
Cat 1.00
N 1.00
Cat 2.00
N 2.00
Cat 1.04
N 1.04
Cat 1.01
N 1.01
Cat 1.02
N 1.02
Cat 2.01
N 2.01
Cat 1.03
N 1.03
PIPE DETAILS
Name
From
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Pond
Depth (m)
Base
Inflow
(cu.m/s)
79.2
73
59.1
64
62.6
62.5
59
58.9
Init Vol. (cu.m)
Outlet Type
K Dia(mm)
Centre RL
Pit Family
Total
Area
Impervious
Area
Avg
Slope(%)
Mannings
Time lag
n
(mins)
0.1
0.1
0.1
0.1
0.1
0.1
0.1
Rainfall
Multiplier
Hydrological
Model
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
8
9.7
7.3
8
8.2
7.3
6.2
0
0
0
0
0
0
0
1
1
1
1
1
1
1
y
800
610
323.611
832
730.48
602.32
320.08
188.889
Bolt‐down
lid
Part Full
Shock Loss
Inflow
Hydrograph
Pit Type
x
y
HED
Crest RL
Crest Length(m)
id
Pipe Is
No. Pipes
Chg From
At Chg
Chg
(m)
Roofed
D/S IL
(m)
Slope
(%)
Type
Dia
(mm)
I.D.
(mm)
Rough
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
Bottom
(m)
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning
n
Depth
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
Safe
DxV
(sq.m/sec)
Bed
Slope
(%)
D/S Area
Contributing
%
OF 1.00
OF 2.00
OF 1.04
OF 1.01
OF 1.02
OF 2.01
OF 1.03
N 1.01
N 2.01
N 1.03
N 1.02
N 2.01
N 1.03
N Outlet A
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.3
0.3
0.3
0.3
0.3
0.3
0.3
1
1
1
1
1
1
1
3
4.2
10
3.3
10
1.8
10
Pit is
1
21
36
5
14
24
26
56
U/S IL
(m)
500
253
1
43
1
195
1
id
‐578
‐124
‐337.5
‐303
‐301.36
‐314.32
‐351.76
‐373.611
Length
(m)
N 1.00
N 2.00
N 1.04
N 1.01
N 1.02
N 2.01
N 1.03
To
5
0
5
5
0
5
5
x
0
0
0
0
0
0
0
0
Surf. Area
2.169
6.928
5.781
14.678
6.67
4.57
10.719
Blocking
Factor
Rl
(m)
Chg
(m)
RL etc
(m) (m)
id
0
0
0
0
0
0
0
12
50
40
18
52
54
58
500
253
1
43
1
195
1
DRAINS Data Spreadsheet ‐ Catchment B ‐ Undeveloped Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Po Base
Depth ( Inflow
(cu.m/s)
x
Bolt‐down
lid
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Init Vol. (cu.m)
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Cat 3.00
Pit or
Node
N 3.00
PIPE DETAILS
Name
From
To
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Type
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope Base Width
(%)
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
OF 3.00
N 3.00
N Outlet B
Cross Safe Depth
SafeDepth
Safe
Bed
D/S Area
Section Major Storms Minor Storms DxV
Slope
Contributing
(m)
(m)
(sq.m/sec) (%)
%
0.45
0.3
1
10
0
5.273
0
1
K 0
0
y
N 3.00
N Outlet B
SUB‐CATCHMENT DETAILS
Name
83.8
83.7
Blocking
Factor
Dia(mm) Centre Pit Family
id
320.08 ‐351.76
188.889 ‐373.611
Part Full
Shock Loss
Inflow
Pit is
Hydrograph
Crest Length(m)
id
26
56
Pit Type
x
y
HED
Crest RL
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From At Chg
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning Depth
n
(m)
Mannings Time lag Rainfall Hydrological
n
(mins)
Multipl Model
6.8
0.1
0
1 Greta RAFTS
Dia
(mm)
Chg
(m)
Rl
(m)
Chg RL etc
(m) (m) (m)
Roofed
id
58
1
DRAINS Data Spreadsheet ‐ Catchment C ‐ Undeveloped Catchment
PIT / NODE DETAILS
Version 12
Name
Type Family
Size
Ponding
Pressure
Volume
Change
(cu.m)
Coeff. Ku
N 4.00
Node
N Outlet C
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Init Vol. (cu.m)
SUB‐CATCHMENT DETAILS
Name
Pit or Total
Impervious
Node Area
Area
Cat 4.00
N 4.00
1.766
Outlet Type
Avg
Slope(%)
0
K Surface
Elev (m)
Max Pond Base
Depth (m) Inflow
(cu.m/s)
88.5
88.4
Blocking
Factor
x
0
0
Dia(mm) Centre RL
Pit Family
y
Bolt‐down
lid
320.08 ‐351.76
188.889 ‐373.611
id
y
HED
Crest RL
No. Pipes
Chg From At Chg
Mannings Time lag Rainfall
Hydrological
n
(mins)
Multiplier Model
5
0.1
0
1 Greta RAFTS
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Type
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning Depth
n
(m)
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
Safe Depth
SafeDepth
Safe
Bed
D/S Area
Major Storms Minor Storms DxV
Slope
Contributing
(m)
(m)
(sq.m/sec) (%)
%
0.45
0.3
1
10
0
1
Crest Length(m)
x
Length
(m)
N 4.00 N Outlet C
Inflow
Pit is
Hydrograph
Pit Type
To
OF 4.00
Part Full
Shock Loss
26
56
PIPE DETAILS
Name
From
OVERFLOW ROUTE DETAILS
Name
From To
id
Chg
(m)
Rl
(m)
Chg RL etc
(m) (m) (m)
Roofed
id
58
1
Developed Catchments
DRAINS Data Spreadsheet ‐ Catchment A ‐ Developed Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
N 1.00
Node
N 1.03
Node
N 2.02
Node
N 2.00
Node
N 1.05
Node
N 1.01
Node
HW1
Headwall
N 1.02
Node
N 1.04
Node
N 2.01
Node
N 2.03
Node
N Outlet A
Node
N bdy
Node
DETENTION BASIN DETAILS
Name
Elev
SUB‐CATCHMENT DETAILS
Name
Pit or
Node
Cat 1.00
N 1.00
Cat 1.03
N 1.03
Cat 2.02
N 2.02
Cat 2.00
N 2.00
Cat 1.05
N 1.05
Cat 1.01
N 1.01
Cat 1.02
HW1
Cat 1.04
N 1.04
Cat 2.01
N 2.01
Cat 2.03
N 2.03
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Pond
Depth (m)
Base
Inflow
(cu.m/s)
79.2
87
80
78
65
66
65
62.5
69
63
62.5
59
58.9
0.5
Init Vol. (cu.m)
Outlet Type
K Dia(mm)
Centre RL
Pit Family
Total
Area
Impervious
Area
Avg
Slope(%)
Mannings
Time lag
n
(mins)
0.084
0.07
0.06
0.1
0.06
0.1
0.1
0.05
0.07
0.07
Rainfall
Multiplier
Hydrological
Model
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
PIPE DETAILS
Name
From
To
culvert
HW1
N 1.02
18.4
36.4
50.8
5
50
5
0
60
32
33.9
Length
(m)
4.7
9
5.5
4.5
4
8
1.5
6.3
3.8
4.9
U/S IL
(m)
24.4
D/S IL
(m)
63
Slope
(%)
62.5
x
0
0
0
0
0
0
0
0
0
0
0
0
0
Surf. Area
1.522
2.181
5.58
2.469
1.247
13.724
0.631
3.719
7.965
8.612
Blocking
Factor
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
1
1
Type
800
591.204
329.551
377.083
405.44
832
602.3
543.533
452.315
333.102
319.363
188.889
110.59
Pit Type
Dia
(mm)
2.05 Concrete, under roads, 0.5% mini
y
x
I.D.
(mm)
675
Rough
675
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
OVERFLOW ROUTE DETAILS
Name
From
To
Travel
Time
(min)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
OF culvert
HW1
N 1.02
Name
From
To
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF 1.02
OF 1.04
OF 2.01
OF 2.03
OF bdy
N 1.00
N 1.03
N 2.02
N 2.00
N 1.05
N 1.01
N 1.02
N 1.04
N 2.01
N 2.03
N Outlet A
N 1.01
N 1.04
N 2.03
N 2.01
N 2.03
HW1
N 2.03
N 2.03
N 2.03
N Outlet A
N bdy
0.1
Length
(m)
65
Spill
Level
(m)
397
287
343
408
72
144
1
207
15
120
1
30
Crest
Length
(m)
Weir
Coeff. C
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
10m Wide Overflow Path
0.3
7.5 m roadway with 3% crossfall a
0.3
10 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
10m Wide Overflow Path
0.3
10m Wide Overflow Path
0.3
7.5 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
10m Wide Overflow Path
0.3
10m Wide Overflow Path
0.3
0.3
0.15
0.15
0.15
0.15
0.3
0.3
0.15
0.15
0.3
0.3
Part Full
Shock Loss
Inflow
Hydrograph
Crest RL
Crest Length(m)
id
Chg From
At Chg
HED
Pipe Is
No. Pipes
2 HW1
Manning
n
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.6
0.4
0.6
0.4
0.4
0.6
0.6
0.4
0.4
0.6
0.6
Depth
(m)
1
Chg
(m)
Rl
(m)
Chg
(m)
RL etc
(m) (m)
0
Roofed
D/S Area
Contributing
%
id
0
D/S Area
Contributing
%
3.3
6.3
5.1
3.7
2.8
2.1
2
3.2
3.3
2.9
10
Pit is
1
14
36
16485
69519
5
41158
24
69505
16489
69546
56
21632
y
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0
0.6
Cross
Section
id
‐578
‐173.38
‐271.874
‐506.134
‐314.583
‐303
‐314.314
‐321.867
‐269.444
‐398.495
‐351.018
‐373.611
‐388.368
0.011 NewFixed
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
Bottom
(m)
Elev (m)
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
1.7 Overflow across road low point ‐ p
0.05
Bolt‐down
lid
41165
id
0
0
0
0
0
0
0
0
0
0
0
12
16472
40
16492
69523
18
54
69514
16498
21313
21634
397
287
343
408
72
144
1
207
15
120
1
DRAINS Data Spreadsheet ‐ Catchment B ‐ Developed Catchment
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
N 3.00
N Outlet B
Node
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Init Vol. (cu.m)
Outlet Type
Total
Area
Impervious
Area
Avg
Slope(%)
Cat 3.00
Pit or
Node
N 3.00
PIPE DETAILS
Name
From
To
Length
(m)
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
Bottom
Elev (m)
CHANNEL DETAILS
Name
From
OVERFLOW ROUTE DETAILS
Name
OF 3.00
SUB‐CATCHMENT DETAILS
Name
Pressure
Change
Coeff. Ku
Surface
Elev (m)
Max Po Base
Depth ( Inflow
(cu.m/s)
83.8
83.7
6.79
39.7
U/S IL
(m)
K Blocking
Factor
x
0
0
Dia(mm) Centre Pit Family
y
Bolt‐down
lid
320.08 ‐351.76
188.889 ‐373.611
Part Full
Shock Loss
Inflow
Pit is
Hydrograph
Crest Length(m)
id
26
56
Pit Type
x
y
HED
Crest RL
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From At Chg
Bottom
Elev (m)
Height of Servic etc
(m)
etc
Mannings Time lag Rainfall Hydrological
n
(mins)
Multipl Model
4
0.07
0
1 Greta RAFTS
D/S IL
(m)
Slope
(%)
Height of Service Chg
(m)
(m)
Bottom
Elev (m)
Height of SChg
(m) (m)
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope Base Width
(%)
(m)
From
To
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
N 3.00
N Outlet B
Cross Safe Depth
SafeDepth
Safe
Bed
D/S Area
Section Major Storms Minor Storms DxV
Slope
Contributing
(m)
(m)
(sq.m/sec) (%)
%
10m W
0.3
0.3
0.6
10
0
1
id
Type
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning Depth
n
(m)
Chg
(m)
Rl
(m)
Chg RL etc
(m) (m) (m)
Roofed
id
58
1
DRAINS Data Spreadsheet ‐ Catchment C ‐ Developed Catchment
PIT / NODE DETAILS
Version 12
Name
Type Family
Size
Ponding
Pressure
Volume
Change
(cu.m)
Coeff. Ku
N 4.00
Node
N Outlet C
Node
DETENTION BASIN DETAILS
Name
Elev
Surf. Area
Init Vol. (cu.m)
SUB‐CATCHMENT DETAILS
Name
Pit or Total
Impervious
Node Area
Area
Cat 4.00
N 4.00
0.806
PIPE DETAILS
Name
From
To
Outlet Type
Avg
Slope(%)
33
Length
(m)
U/S IL
(m)
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
Bottom
Height of Service Chg
(m)
Elev (m)
(m)
(m)
CHANNEL DETAILS
Name
From
To
OVERFLOW ROUTE DETAILS
Name
From To
OF 4.00
N 4.00 N Outlet C
K Surface
Elev (m)
Max Pond Base
Depth (m) Inflow
(cu.m/s)
88.5
88
x
0
0
Dia(mm) Centre RL
Pit Family
y
Bolt‐down
lid
id
320.08 ‐351.76
188.889 ‐373.611
Part Full
Shock Loss
Inflow
Pit is
Hydrograph
Crest Length(m)
id
26
56
Pit Type
x
y
HED
Crest RL
Dia
(mm)
I.D.
(mm)
Rough
Pipe Is
No. Pipes
Chg From At Chg
Mannings Time lag Rainfall
Hydrological
n
(mins)
Multiplier Model
4.4
0.07
0
1 Greta RAFTS
D/S IL
(m)
Slope
(%)
Type
Bottom
Elev (m)
Height of SChg
(m) (m)
Bottom
Elev (m)
Height of Servic etc
(m)
etc
Base Width
(m)
L.B. Slope
(1:?)
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Length
(m)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
1
Blocking
Factor
R.B. Slope
(1:?)
Manning Depth
n
(m)
Safe Depth
SafeDepth
Safe
Bed
Major Storms Minor Storms DxV
Slope
(m)
(m)
(sq.m/sec) (%)
0.3
0.15
0.4
4 m wide pa
Rl
(m)
Chg RL etc
(m) (m) (m)
Roofed
D/S Area
Contributing
%
1
Chg
(m)
id
0
58
1
Developed Catchments with Detention
DRAINS Data Spreadsheet ‐ Catchment A ‐ Developed Catchment with Detention
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Pressure
Surface
Volume
Change
Elev (m)
(cu.m)
Coeff. Ku
N 1.00
Node
N 1.03
Node
N 2.02
Node
N 2.00
Node
N 1.05
Node
N 1.01
Node
HW1
Headwall
0.5
N 1.02
Node
N 1.04
Node
N 2.01
Node
N Outlet A
Node
N bdy
Node
DETENTION BASIN DETAILS
Name
Surf. Area
Init Vol. (cu.m)
Elev
Basin A
61.3
5829
62.5
8316
63
9063
SUB‐CATCHMENT DETAILS
Name
Pit or
Node
Cat 1.00
N 1.00
Cat 1.03
N 1.03
Cat 2.02
N 2.02
Cat 2.00
N 2.00
Cat 1.05
N 1.05
Cat 1.01
N 1.01
Cat 1.02
HW1
Cat 1.04
N 1.04
Cat 2.01
N 2.01
Cat 2.03
Basin A
PIPE DETAILS
Name
From
culvert
HW1
Pipe basin outletBasin A
Total
Area
Outlet Type
0 Culvert
Impervious
Area
1.522
2.181
5.58
2.469
1.247
13.724
0.631
3.719
7.965
8.612
To
Length
(m)
4.7
9
5.5
4.5
4
8
1.5
6.3
3.8
4.9
U/S IL
(m)
24.4
24.4
Base
Inflow
(cu.m/s)
79.2
87
80
78
65
66
65
62.5
69
63
59
58.9
Dia(mm)
Blocking
Factor
x
0
0
0
0
0
0
0
0
0
0
0
0
Centre RL
Pit Family
Pit Type
x
63
61.3
Slope
(%)
62.5
59
Rainfall
Multiplier
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
1
1
Type
Dia
(mm)
2.05 Concrete, under roads, 0.5% mini
9.43 Concrete, not under roads, 0.5% m
I.D.
(mm)
675
900
Rough
675
900
Bottom
Elev (m)
Height of Service
(m)
Chg
(m)
Bottom
Elev (m)
Height of Service
(m)
etc
etc
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope
(%)
Base Width
(m)
L.B. Slope
(1:?)
R.B. Slope
(1:?)
OVERFLOW ROUTE DETAILS
Name
From
To
Travel
Time
(min)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
Cross
Section
OF culvert
HW1
N 1.02
Name
From
To
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF 1.02
OF 1.04
OF 2.01
OF basin
OF bdy
N 1.00
N 1.03
N 2.02
N 2.00
N 1.05
N 1.01
N 1.02
N 1.04
N 2.01
Basin A
N Outlet A
N 1.01
N 1.04
Basin A
N 2.01
Basin A
HW1
Basin A
Basin A
Basin A
N Outlet A
N bdy
Length
(m)
Spill
Level
(m)
397
287
343
408
72
144
1
207
15
25
1
Crest
Length
(m)
62.32
Weir
Coeff. C
10
Crest RL
Inflow
Hydrograph
Crest Length(m)
id
Pit is
18904
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
1.7 Overflow across road low point ‐ p
0.05
Safe Depth
SafeDepth
Major Storms
Minor Storms
(m)
(m)
10m Wide Overflow Path
0.3
7.5 m roadway with 3% crossfall a
0.3
10 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
10m Wide Overflow Path
0.3
10m Wide Overflow Path
0.3
7.5 m roadway with 3% crossfall a
0.3
7.5 m roadway with 3% crossfall a
0.3
1.7 10m Wide Overflow Path
0.3
10m Wide Overflow Path
0.3
0.3
0.15
0.15
0.15
0.15
0.3
0.3
0.15
0.15
0.3
0.3
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0.6
0.4
0.6
0.4
0.4
0.6
0.6
0.4
0.4
0.6
0.6
Chg From
At Chg
2 HW1
3 Basin A
Manning
n
Safe
Bed
DxV
Slope
(sq.m/sec)
(%)
0
0.6
Cross
Section
No. Pipes
0.011 NewFixed
0.011 NewFixed
Chg
(m)
30
Part Full
Shock Loss
1
14
36
16485
69519
5
41158
24
69505
16489
56
21632
HED
‐351.042 No
Pipe Is
Height of Service
(m)
65
id
Hydrological
Model
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
Greta RAFTS
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
Bottom
(m)
Elev (m)
0.1
Bolt‐down
lid
‐578
‐173.38
‐271.874
‐506.134
‐314.583
‐303
‐314.314
‐321.867
‐269.444
‐398.495
‐373.611
‐388.368
y
319.213
Mannings
Time lag
n
(mins)
0.084
0.07
0.06
0.1
0.06
0.1
0.1
0.05
0.07
0.07
D/S IL
(m)
y
800
591.204
329.551
377.083
405.44
832
602.3
543.533
452.315
333.102
188.889
110.59
0.5
Avg
Slope(%)
18.4
36.4
50.8
5
50
5
0
60
32
33.9
N 1.02
N Outlet A
K Max Pond
Depth (m)
Depth
(m)
Chg
(m)
RL etc
(m) (m)
0
0
id
0
D/S Area
Contributing
%
3.3
6.3
5.1
3.7
2.8
2.1
2
3.2
3.3
13
10
Rl
(m)
Roofed
D/S Area
Contributing
%
1
Chg
(m)
41165
id
0
0
0
0
0
0
0
0
0
0
0
12
16472
40
16492
69523
18
54
69514
16498
21313
21634
397
287
343
408
72
144
1
207
15
25
1
DRAINS Data Spreadsheet ‐ Catchment B ‐ Developed Catchment with Detention
PIT / NODE DETAILS
Version 12
Name
Type
Family
Size
Ponding
Volume
(cu.m)
N Outlet B
Node
Catch C Pit
Sag
NSW RTA SA Inl SA1
N Outlet C
Node
N Dummy 01
Node
N Dummy 02
Node
DETENTION BASIN DETAILS
Name
Basin B
SUB‐CATCHMENT DETAILS
Name
Elev
Surf. Area
85.1
85.399
85.4
86.5
87
Init Vol. (cu.m)
1.44
1.44
1575
3274
3856
Total
Area
Cat 4.00
Cat 3.00
Pit or
Node
Catch C Pit
Basin B
PIPE DETAILS
Name
From
To
Catch C Pipe
Catch C Pit
Basin B
2
Outlet Type
0 None
Impervious
Area
0.806
6.79
Pressure
Change
Coeff. Ku
Avg
Slope(%)
33
39.7
Length
(m)
K 83.75
88
88
83.5
83.4
Blocking
Factor
0
0
0
0
0
0.2
Dia(mm) Centre Pit Family
x
254.931
298.023
275.813
237.956
217.785
0
Pit Type
y
x
id
‐378.167
‐363.701 No
‐358.777
‐356.647
‐352.811
Part Full
Shock Loss
Inflow
Pit is
Hydrograph
56
11475 1 x Ku
11481
11490
11495
y
HED
293.114 ‐374.235 No
D/S IL
(m)
86.5
Slope
(%)
85.5
Type
Dia
(mm)
I.D.
(mm)
300
5 uPVC, n
Rough
303
Pipe Is
Crest RL
No
Crest Length(m)
New
id
5603
Bottom
Elev (m)
Height of Service Chg
(m)
(m)
Bottom
Elev (m)
Height of SChg
(m) (m)
CHANNEL DETAILS
Name
From
To
Type
Length
(m)
U/S IL
(m)
D/S IL
(m)
Slope Base Width
(%)
(m)
OVERFLOW ROUTE DETAILS
Name
From
To
Travel
Time
(min)
Spill
Level
(m)
Crest
Length
(m)
Weir
Coeff. C
OF Dummy B
OF Catch C
Basin B overflow
OF Dummy C
OF Dummy 01
N Outlet B
Catch C Pit
Basin B
N Outlet C
N Dummy 01
N Dummy 01
N Outlet C
N Outlet B
N Dummy 01
N Dummy 02
Cross Safe Depth
SafeDepth
Safe
Bed
Section Major Storms Minor Storms DxV
Slope
(m)
(m)
(sq.m/sec) (%)
0.45
0.3
1
Swale w
0.45
0.3
1
Swale w
0.05
0
0.6
Overflo
0.45
0.3
1
Swale w
0.45
0.3
1
Swale w
Bottom
Elev (m)
No. Pipes
0.009 NewFixed
DETAILS of SERVICES CROSSING PIPES
Pipe
Chg
(m)
0.1
0.1
0.1
0.1
0.1
Bolt‐down
lid
Mannings Time lag Rainfall Hydrological
n
(mins)
Multipl Model
4.4
0.07
0
1 Greta RAFTS
4
0.07
0
1 Greta RAFTS
U/S IL
(m)
20
1.5
Max Po Base
Depth ( Inflow
(cu.m/s)
Surface
Elev (m)
Chg From At Chg
1 Catch C Pit
Chg
(m)
0
Height of Servic etc
(m)
etc
L.B. Slope
(1:?)
R.B. Slope
(1:?)
Manning Depth
n
(m)
Roofed
D/S Area
Contributing
%
1
1
1
1
1
id
0
0
0
0
0
11499
11485
5624
11498
11500
Rl
(m)
Chg RL etc
(m) (m) (m)
APPENDIX C
PRM Calculations
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
1
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
0.62
0.177
0.4
10.6
10.6
500
0.030
1.5
5.6
10.6
52.1
0.38
1.01
14.678
0.0%
0.10
0.62
0.177
2.6
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
37.2
2.99
1.02
6.670
0.0%
0.10
0.62
0.177
1.2
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
36.8
4.17
0.056
0.309
0.426
2.00
6.928
0.0%
0.10
0.62
0.177
1.2
16.5
16.5
253
0.042
1.5
2.8
16.5
42.7
1.23
0.146
2.01
4.570
0.0%
0.10
0.62
0.177
0.8
14.1
14.1
195
0.018
1.5
2.2
22.5
36.8
6.21
0.635
1.04
5.781
0.0%
0.10
0.62
0.177
1.0
15.4
15.4
1
0.010
1.5
0.0
15.4
44.1
1.03
0.126
1.03
10.719
0.0%
0.10
0.62
0.177
1.9
19.5
19.5
1
0.010
1.5
0.0
24.6
35.1
9.13
0.891
TOTAL
51.515
3.00
5.273
0.0%
0.10
0.62
0.177
0.9
14.9
14.9
1
0.100
1.5
0.0
14.9
44.8
0.94
0.117
4.00
1.766
0.0%
0.10
0.62
0.177
0.3
9.8
9.8
1
0.100
1.5
0.0
9.8
53.9
0.31
0.047
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
0.891
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
2
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
0.74
0.212
0.5
10.6
10.6
500
0.030
1.5
5.6
10.6
67.4
0.46
1.01
14.678
0.0%
0.10
0.74
0.212
3.1
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
47.9
3.57
1.02
6.670
0.0%
0.10
0.74
0.212
1.4
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
47.4
4.98
0.086
0.475
0.656
2.00
6.928
0.0%
0.10
0.74
0.212
1.5
16.5
16.5
253
0.042
1.5
2.8
16.5
55.1
1.47
0.225
2.01
4.570
0.0%
0.10
0.74
0.212
1.0
14.1
14.1
195
0.018
1.5
2.2
22.5
47.4
7.41
0.976
1.04
5.781
0.0%
0.10
0.74
0.212
1.2
15.4
15.4
1
0.010
1.5
0.0
15.4
56.9
1.22
0.194
1.03
10.719
0.0%
0.10
0.74
0.212
2.3
19.5
19.5
1
0.010
1.5
0.0
24.6
45.2
10.90
1.369
TOTAL
51.515
3.00
5.273
0.0%
0.10
0.74
0.212
1.1
14.9
14.9
1
0.100
1.5
0.0
14.9
57.9
1.12
0.180
4.00
1.766
0.0%
0.10
0.74
0.212
0.4
9.8
9.8
1
0.100
1.5
0.0
9.8
69.7
0.37
0.072
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
1.369
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
5
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
0.88
0.252
0.5
10.6
10.6
500
0.030
1.5
5.6
10.6
87.2
0.55
1.01
14.678
0.0%
0.10
0.88
0.252
3.7
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
61.3
4.24
1.02
6.670
0.0%
0.10
0.88
0.252
1.7
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
60.6
5.92
0.132
0.723
0.998
2.00
6.928
0.0%
0.10
0.88
0.252
1.7
16.5
16.5
253
0.042
1.5
2.8
16.5
70.8
1.74
0.343
2.01
4.570
0.0%
0.10
0.88
0.252
1.2
14.1
14.1
195
0.018
1.5
2.2
22.5
60.6
8.81
1.485
1.04
5.781
0.0%
0.10
0.88
0.252
1.5
15.4
15.4
1
0.010
1.5
0.0
15.4
73.3
1.45
0.296
1.03
10.719
0.0%
0.10
0.88
0.252
2.7
19.5
19.5
1
0.010
1.5
0.0
24.6
57.7
12.97
2.081
TOTAL
51.515
3.00
5.273
0.0%
0.10
0.88
0.252
1.3
14.9
14.9
1
0.100
1.5
0.0
14.9
74.5
1.33
0.275
4.00
1.766
0.0%
0.10
0.88
0.252
0.4
9.8
9.8
1
0.100
1.5
0.0
9.8
90.2
0.44
0.111
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
2.081
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
10
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
1.00
0.286
0.6
10.6
10.6
500
0.030
1.5
5.6
10.6
99.0
0.62
1.01
14.678
0.0%
0.10
1.00
0.286
4.2
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
69.2
4.82
1.02
6.670
0.0%
0.10
1.00
0.286
1.9
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
68.4
6.73
0.171
0.927
1.279
2.00
6.928
0.0%
0.10
1.00
0.286
2.0
16.5
16.5
253
0.042
1.5
2.8
16.5
80.1
1.98
0.441
2.01
4.570
0.0%
0.10
1.00
0.286
1.3
14.1
14.1
195
0.018
1.5
2.2
22.5
68.4
10.01
1.904
1.04
5.781
0.0%
0.10
1.00
0.286
1.7
15.4
15.4
1
0.010
1.5
0.0
15.4
82.9
1.65
0.381
1.03
10.719
0.0%
0.10
1.00
0.286
3.1
19.5
19.5
1
0.010
1.5
0.0
24.6
65.1
14.73
2.667
TOTAL
51.515
3.00
5.273
0.0%
0.10
1.00
0.286
1.5
14.9
14.9
1
0.100
1.5
0.0
14.9
84.4
1.51
0.354
4.00
1.766
0.0%
0.10
1.00
0.286
0.5
9.8
9.8
1
0.100
1.5
0.0
9.8
102.5
0.51
0.144
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
2.667
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
20
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
1.12
0.320
0.7
10.6
10.6
500
0.030
1.5
5.6
10.6
114.6
0.69
1.01
14.678
0.0%
0.10
1.12
0.320
4.7
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
79.7
5.40
1.02
6.670
0.0%
0.10
1.12
0.320
2.1
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
78.8
7.53
0.221
1.196
1.651
2.00
6.928
0.0%
0.10
1.12
0.320
2.2
16.5
16.5
253
0.042
1.5
2.8
16.5
92.5
2.22
0.571
2.01
4.570
0.0%
0.10
1.12
0.320
1.5
14.1
14.1
195
0.018
1.5
2.2
22.5
78.8
11.22
2.457
1.04
5.781
0.0%
0.10
1.12
0.320
1.9
15.4
15.4
1
0.010
1.5
0.0
15.4
95.8
1.85
0.493
1.03
10.719
0.0%
0.10
1.12
0.320
3.4
19.5
19.5
1
0.010
1.5
0.0
24.6
75.0
16.50
3.440
TOTAL
51.515
3.00
5.273
0.0%
0.10
1.12
0.320
1.7
14.9
14.9
1
0.100
1.5
0.0
14.9
97.5
1.69
0.458
4.00
1.766
0.0%
0.10
1.12
0.320
0.6
9.8
9.8
1
0.100
1.5
0.0
9.8
118.7
0.57
0.187
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
3.440
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
50
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
1.21
0.347
0.8
10.6
10.6
500
0.030
1.5
5.6
10.6
135.3
0.75
1.01
14.678
0.0%
0.10
1.21
0.347
5.1
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
93.7
5.85
1.02
6.670
0.0%
0.10
1.21
0.347
2.3
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
92.6
8.17
0.283
1.523
2.102
2.00
6.928
0.0%
0.10
1.21
0.347
2.4
16.5
16.5
253
0.042
1.5
2.8
16.5
108.9
2.41
0.728
2.01
4.570
0.0%
0.10
1.21
0.347
1.6
14.1
14.1
195
0.018
1.5
2.2
22.5
92.6
12.16
3.129
1.04
5.781
0.0%
0.10
1.21
0.347
2.0
15.4
15.4
1
0.010
1.5
0.0
15.4
112.8
2.01
0.630
1.03
10.719
0.0%
0.10
1.21
0.347
3.7
19.5
19.5
1
0.010
1.5
0.0
24.6
88.0
17.89
4.377
TOTAL
51.515
3.00
5.273
0.0%
0.10
1.21
0.347
1.8
14.9
14.9
1
0.100
1.5
0.0
14.9
114.9
1.83
0.585
4.00
1.766
0.0%
0.10
1.21
0.347
0.6
9.8
9.8
1
0.100
1.5
0.0
9.8
140.3
0.61
0.239
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
4.377
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
Proposed Rural Subdivision - Greta
Probabilistic Rational Method Hydrologic Calculations
ARI
100
C10
0.29
Location:
Greta
10
I1 =
Min tc
39.00
mm/h
6
mins
Subcatchment Data
Subcatchment
Runoff Coefficient
Subcatchment tc
DS Channel Data
S
v
Total Area
Imperv.
L
S
n
FFy
C
CA
Bransby.W
Regional
Kinematic
tc
L
t
ha
%
m
m/m
-
-
-
ha
Min.
Min.
Min.
adopt
m
m/m
m/s
Min.
14001
Date:
8/01/14
RAINFALL
CA
FLOW
Min.
INTENSITY
mm/hr
ha
m3/s
TIME OF CONC.
u/s
this
Min.
Project No.
Kinematic Wave Method
1.00
2.169
0.0%
0.10
1.32
0.378
0.8
10.6
10.6
500
0.030
1.5
5.6
10.6
151.3
0.82
1.01
14.678
0.0%
0.10
1.32
0.378
5.6
22.0
22.0
43
0.015
1.5
0.5
16.2
22.0
104.4
6.38
1.02
6.670
0.0%
0.10
1.32
0.378
2.5
16.3
16.3
1
0.100
1.5
0.0
22.5
22.5
103.2
8.90
0.345
1.851
2.553
2.00
6.928
0.0%
0.10
1.32
0.378
2.6
16.5
16.5
253
0.042
1.5
2.8
16.5
121.6
2.62
0.886
2.01
4.570
0.0%
0.10
1.32
0.378
1.7
14.1
14.1
195
0.018
1.5
2.2
22.5
103.2
13.25
3.801
1.04
5.781
0.0%
0.10
1.32
0.378
2.2
15.4
15.4
1
0.010
1.5
0.0
15.4
126.0
2.19
0.766
1.03
10.719
0.0%
0.10
1.32
0.378
4.1
19.5
19.5
1
0.010
1.5
0.0
24.6
98.1
19.50
5.315
TOTAL
51.515
3.00
5.273
0.0%
0.10
1.32
0.378
2.0
14.9
14.9
1
0.100
1.5
0.0
14.9
128.2
2.00
0.711
4.00
1.766
0.0%
0.10
1.32
0.378
0.7
9.8
9.8
1
0.100
1.5
0.0
9.8
156.9
0.67
0.292
ARI
FFy
FFy
1
0.62
0.80
10
1.00
1.00
20
1.12
1.05
50
1.21
1.15
100
1.32
1.20
Rural:
Urban:
22.5
24.6
5.315
2
0.74
0.85
5
0.88
0.95
Zone B <500m
Intensities for FFY
I12,50
11.30
I12,2
5.33
APPENDIX D
DRAINS Results
Undeveloped Catchments
DRAINS Results - Catchment A - Undeveloped - 1 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB-CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 1.00
Cat 2.00
Cat 1.04
Cat 1.01
Cat 1.02
Cat 2.01
Cat 1.03
0.055
0.182
0.169
0.364
0.164
0.138
0.255
CHANNEL DETAILS
Name
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 2.00
OF 1.04
OF 1.01
OF 1.02
OF 2.01
OF 1.03
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Outflow Volumes for Total Catchment (1.90 impervious + 49.6 pervious = 51.5 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
7469.68 0.00 (0.0%)
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
8139.8 78.42 (1.0%)
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
9774.54 1180.67 (12.1%)
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
11025.5 2358.95 (21.4%)
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
12673.12 3847.39 (30.4%)
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
14011.65 5023.18 (35.8%)
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
15916.85 5652.97 (35.5%)
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
18242.75 8230.57 (45.1%)
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
20029.03 9641.10 (48.1%)
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
22854.63 9675.36 (42.3%)
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
25165.08 11331.54 (45.0%)
AR&R 1 year, 18 hours storm, average 3.2 mm/h, Zone 1
29672.64 7783.63 (26.2%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
-244.24 (-81.5%)
-574.58 (-159.7%)
-419.47 (-103.4%)
-156.93 (-33.6%)
-3.11 (-0.6%)
-567.62 (-96.9%)
538.97 (80.3%)
827.75 (112.3%)
-1058.61 (-125.9%)
-1416.81 (-153.0%)
-5732.89 (-525.0%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
322.66 (4.1%)
1755.25 (18.6%)
2778.41 (26.2%)
4004.31 (32.8%)
5026.29 (37.2%)
6220.59 (40.6%)
7691.61 (43.8%)
8813.35 (45.7%)
10733.97 (48.8%)
12748.35 (52.6%)
13516.52 (47.3%)
Max U/S
HGL (m)
Max D/S
HGL (m)
Due to Storm
Due to Storm
Max Q U/S
Max Q D/S
0.055
0.182
0.169
0.364
0.527
0.055
0.182
0.169
0.364
0.527
Safe Q
1.695
1.67
1.302
1.778
1.302
Max D
0.124
0.183
0.151
0.248
0.232
Max DxV
0.11
0.25
0.28
0.37
0.57
Max Width Max V
1
1.46
1.21
1.99
1.86
0.842
1.259
0.842
1.259
1.313
1.302
0.381
0.321
0.55
0.98
3.05
2.57
0.89
1.36
1.85
1.47
2.45
Due to Storm
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
1.45 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
3.06 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
0
N 2.00
1365.01
N 1.04
1183.86
N 1.01
2782.97
N 1.02
4097.23
N 2.01
6448.92
N 1.03
9691.02
N Outlet A
9691.25
Run Log for 14001 Catchment A undeveloped r1.drn run at 10:33:44 on 12/5/2014
0
1365.01
1183.86
2782.97
4097.32
6449.19
9691.36
9691.25
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
0
0
Max Q
High Level
0
0
0
0
0
0
0
0
DRAINS Results - Catchment A - Undeveloped - 10 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 1.00
Cat 2.00
Cat 1.04
Cat 1.01
Cat 1.02
Cat 2.01
Cat 1.03
0.206
0.482
0.426
0.995
0.452
0.351
0.717
CHANNEL DETAILS
Name
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 2.00
OF 1.04
OF 1.01
OF 1.02
OF 2.01
OF 1.03
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
Outflow Volumes for Total Catchment (1.90 impervious + 49.6 pervious = 51.5 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
13951.98 5124.91 (36.7%)
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
14939.35 5941.47 (39.8%)
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
17888.59 8951.30 (50.0%)
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
20090.85 11237.80 (55.9%)
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
23489.98 14550.40 (61.9%)
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
26065.73 17014.01 (65.3%)
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
30134.99 20631.69 (68.5%)
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
35004.44 24918.17 (71.2%)
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
38636.25 27985.71 (72.4%)
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
44784.57 31967.71 (71.4%)
AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
49696.53 33319.61 (67.0%)
AR&R 10 year, 18 hours storm, average 6.3 mm/h, Zone 1
58510.73 38366.45 (65.6%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q U/S
Max Q D/S
0.206
0.482
0.426
1.153
1.605
2.413
3.533
Impervious Runoff
cu.m (Runoff %)
‐655.10 (‐127.6%)
‐730.92 (‐132.9%)
‐446.20 (‐67.8%)
‐153.40 (‐20.7%)
244.51 (28.3%)
485.16 (50.6%)
899.00 (81.1%)
1319.22 (102.4%)
1658.54 (116.6%)
1432.39 (86.9%)
‐1040.03 (‐56.9%)
‐502.23 (‐23.3%)
Pervious Runoff
cu.m (Runoff %)
5780.01 (43.0%)
6672.38 (46.4%)
9397.50 (54.5%)
11391.20 (58.9%)
14305.89 (63.2%)
16528.84 (65.8%)
19732.69 (68.0%)
23598.95 (70.0%)
26327.17 (70.7%)
30535.32 (70.8%)
34359.64 (71.8%)
38868.68 (69.0%)
Max U/S
HGL (m)
Max D/S
HGL (m)
Due to Storm
Due to Storm
Safe Q
0.206
0.482
0.426
1.154
1.605
2.413
3.533
Max D
1.695
1.67
1.302
1.778
1.302
1.313
1.302
Max DxV
0.205
0.264
0.214
0.382
0.352
0.5
0.473
0.25
0.46
0.5
0.75
1.14
1.21
1.87
Max Width Max V
Due to Storm
1.64
1.23 AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
2.11
1.73 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
1.71
2.32 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
3.06
1.97 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
2.82
3.24 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
4
2.41 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
3.78
3.95 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
1199.95
N 2.00
3756.12
N 1.04
3170.78
N 1.01
9207.6
N 1.02
12819.94
N 2.01
19117.09
N 1.03
28089.53
N Outlet A
28086.4
Run Log for 14001 Catchment A undeveloped r1.drn run at 10:38:13 on 12/5/2014
1199.95
3756.12
3170.78
9208
12820.92
19115.5
28086.91
28086.4
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
0
0
Max Q
High Level
0
0
0
0
0
0
0
0
DRAINS Results - Catchment A - Undeveloped - 100 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB-CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 1.00
Cat 2.00
Cat 1.04
Cat 1.01
Cat 1.02
Cat 2.01
Cat 1.03
0.373
0.883
0.803
1.811
0.811
0.658
1.271
CHANNEL DETAILS
Name
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 2.00
OF 1.04
OF 1.01
OF 1.02
OF 2.01
OF 1.03
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Outflow Volumes for Total Catchment (1.90 impervious + 49.6 pervious = 51.5 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
21035.29 11898.64 (56.6%)
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
22666.6 13355.60 (58.9%)
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
26659.44 17570.48 (65.9%)
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
29879.13 20841.78 (69.8%)
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
35236.27 26144.68 (74.2%)
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
39356.17 30163.91 (76.6%)
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
46053.13 36423.79 (79.1%)
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
53782.95 43553.49 (81.0%)
AR&R 100 year, 6 hours storm, average 19.4 mm/h, Zone 1
59963.46 49157.01 (82.0%)
AR&R 100 year, 9 hours storm, average 15.1 mm/h, Zone 1
70006.31 54529.52 (77.9%)
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
77885.53 59568.59 (76.5%)
AR&R 100 year, 18 hours storm, average 9.9 mm/h, Zone 1
91897.61 67605.66 (73.6%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q U/S
Max Q D/S
0.373
0.883
0.803
2.116
2.926
4.423
6.446
Impervious Runoff
cu.m (Runoff %)
-643.30 (-83.1%)
-701.02 (-84.0%)
-229.84 (-23.4%)
95.53 (8.7%)
608.23 (46.9%)
931.10 (64.3%)
1448.94 (85.5%)
2035.41 (102.8%)
2546.13 (115.4%)
300.56 (11.7%)
-258.58 (-9.0%)
-2486.62 (-73.5%)
Pervious Runoff
cu.m (Runoff %)
12541.94 (61.9%)
14056.61 (64.4%)
17800.32 (69.3%)
20746.25 (72.1%)
25536.46 (75.2%)
29232.81 (77.1%)
34974.85 (78.8%)
41518.08 (80.1%)
46610.88 (80.7%)
54228.96 (80.4%)
59827.17 (79.7%)
70092.28 (79.2%)
Max U/S
HGL (m)
Max D/S
HGL (m)
Due to Storm
Due to Storm
Safe Q
0.373
0.884
0.803
2.116
2.926
4.423
6.446
Max D
1.695
1.67
1.302
1.778
1.302
1.313
1.302
Max DxV
0.255
0.331
0.271
0.48
0.441
0.5
0.5
0.37
0.67
0.74
1.1
1.66
2.21
3.22
Max Width Max V
2.04
2.64
2.17
3.84
3.53
4
4
1.43
2.02
2.73
2.3
3.76
4.42
6.45
Due to Storm
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
1889.71
N 2.00
5846.62
N 1.04
4912.47
N 1.01
14295.44
N 1.02
19924.87
N 2.01
29682.34
N 1.03
43609.91
N Outlet A
43609.21
Run Log for 14001 Catchment A undeveloped r1.drn run at 10:43:35 on 12/5/2014
1889.71
5846.62
4912.47
14295.16
19924.87
29682.2
43608.68
43609.21
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
0
0
Max Q
High Level
0
0
0
0
0
0
0
0
DRAINS Results - Catchment B - Undeveloped - 1 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
Total Runoff
cu.m (Runoff %)
0.00 (0.0%)
130.31 (13.0%)
231.62 (20.5%)
355.77 (27.4%)
457.49 (31.9%)
465.93 (28.6%)
700.36 (37.5%)
827.80 (40.4%)
911.68 (39.0%)
1003.25 (38.9%)
0.00 (0.0%)
0.00 (0.0%)
Impervious Runoff
cu.m (Runoff %)
‐30.77 (0.0%)
‐41.54 (0.0%)
‐36.05 (0.0%)
‐16.51 (0.0%)
‐4.32 (0.0%)
‐85.92 (0.0%)
43.54 (0.0%)
74.93 (0.0%)
‐21.30 (0.0%)
‐119.99 (0.0%)
‐1058.00 (0.0%)
‐1142.16 (0.0%)
Pervious Runoff
cu.m (Runoff %)
30.77 (3.7%)
171.85 (17.2%)
267.66 (23.7%)
372.28 (28.7%)
461.81 (32.2%)
551.85 (33.9%)
656.82 (35.2%)
752.87 (36.7%)
932.98 (39.9%)
1123.25 (43.6%)
1058.00 (34.8%)
1142.16 (33.6%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
Overflow
(cu.m/s)
Constraint
Max Q U/S
Max Q D/S
0.137
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
Max Q
Total
Max Q
Low Level
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Node
Inflow
(cu.m)
N 3.00
Outflow
(cu.m)
Storage Change
(cu.m)
Difference
%
911.7
911.68
Run Log for 14001 Catchment B undeveloped r1.drn run at 09:27:23 on 8/5/2014
Due to Storm
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 3.00
N Outlet B
Min
Freeboard
(m)
0.137 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 5.27 pervious = 5.27 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
833.18
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
1000.51
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
1128.55
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
1297.2
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
1434.21
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
1629.23
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
1867.3
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
2050.14
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
2339.37
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
2575.86
AR&R 1 year, 18 hours storm, average 3.2 mm/h, Zone 1
3037.25
AR&R 1 year, 24 hours storm, average 2.7 mm/h, Zone 1
3404.25
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Safe Q
0.137
911.7
911.68
Max D
1.05
0
0
Max DxV
0.14
0.24
Max Q
High Level
0
0
Max Width Max V
1.12
Due to Storm
1.74 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
DRAINS Results - Catchment B - Undeveloped - 10 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
OVERFLOW ROUTE DETAILS
Name
OF 3.00
Min
Freeboard
(m)
Total Runoff
cu.m (Runoff %)
616.57 (40.3%)
910.29 (49.7%)
1129.90 (54.9%)
1433.77 (59.6%)
1662.51 (62.3%)
1976.96 (64.1%)
2353.48 (65.7%)
2623.86 (66.3%)
2956.81 (64.5%)
2683.11 (52.7%)
3459.62 (57.8%)
3119.64 (46.5%)
Impervious Runoff
cu.m (Runoff %)
‐76.33 (0.0%)
‐61.92 (0.0%)
‐45.04 (0.0%)
‐25.44 (0.0%)
‐14.36 (0.0%)
10.48 (0.0%)
34.79 (0.0%)
63.35 (0.0%)
55.19 (0.0%)
‐596.34 (0.0%)
‐106.73 (0.0%)
‐646.22 (0.0%)
Pervious Runoff
cu.m (Runoff %)
692.90 (45.3%)
972.21 (53.1%)
1174.94 (57.1%)
1459.21 (60.7%)
1676.87 (62.9%)
1966.47 (63.8%)
2318.69 (64.7%)
2560.51 (64.7%)
2901.63 (63.3%)
3279.45 (64.5%)
3566.35 (59.5%)
3765.86 (56.1%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Constraint
Max Q
(cu.m/s)
Max V
(m/s)
Max Q U/S
Max Q D/S
0.374
Due to Storm
Due to Storm
Max D
Safe Q
0.374
1.05
Max DxV
0.204
0.46
DETENTION BASIN DETAILS
Name
Overflow
(cu.m/s)
0.374 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 5.27 pervious = 5.27 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
1529.17
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
1831.05
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
2056.47
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
2404.4
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
2668.05
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
3084.57
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
3583
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
3954.75
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
4584.08
AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
5086.86
AR&R 10 year, 18 hours storm, average 6.3 mm/h, Zone 1
5989.07
AR&R 10 year, 24 hours storm, average 5.3 mm/h, Zone 1
6707.26
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Max WL
MaxVol
CONTINUITY CHECK for AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 3.00
1662.52
N Outlet B
1662.31
Run Log for 14001 Catchment B undeveloped r1.drn run at 09:30:42 on 8/5/2014
1662.52
1662.31
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max Q
High Level
0
0
Max Width Max V
1.63
Due to Storm
2.26 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
DRAINS Results - Catchment B - Undeveloped - 100 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.714 AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 5.27 pervious = 5.27 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 5 minutes storm, average 207 mm/h, Zone 1
909.59
AR&R 100 year, 10 minutes storm, average 155 mm/h, Zone 1
1362.19
AR&R 100 year, 15 minutes storm, average 128 mm/h, Zone 1
1687.36
AR&R 100 year, 20 minutes storm, average 110 mm/h, Zone 1
1933.43
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
2153.14
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
2320.12
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
2728.82
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
3058.38
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
3606.73
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
4028.44
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
4713.93
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
5505.14
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
71.18 (7.8%)
491.80 (36.1%)
800.65 (47.4%)
1033.55 (53.5%)
1237.45 (57.5%)
1385.22 (59.7%)
1793.20 (65.7%)
2112.27 (69.1%)
2615.49 (72.5%)
3000.42 (74.5%)
3582.34 (76.0%)
4238.76 (77.0%)
Impervious Runoff
cu.m (Runoff %)
‐27.96 (0.0%)
‐54.85 (0.0%)
‐65.95 (0.0%)
‐73.96 (0.0%)
‐80.95 (0.0%)
‐89.94 (0.0%)
‐69.50 (0.0%)
‐52.35 (0.0%)
‐31.87 (0.0%)
‐20.04 (0.0%)
1.96 (0.0%)
27.73 (0.0%)
Pervious Runoff
cu.m (Runoff %)
99.13 (10.9%)
546.64 (40.1%)
866.60 (51.4%)
1107.51 (57.3%)
1318.41 (61.2%)
1475.17 (63.6%)
1862.70 (68.3%)
2164.62 (70.8%)
2647.36 (73.4%)
3020.45 (75.0%)
3580.38 (76.0%)
4211.03 (76.5%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 3.00
Max Q U/S
Max Q D/S
0.714
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment B undeveloped r1.drn run at 09:34:18 on 8/5/2014
Due to Storm
Safe Q
0.714
MaxVol
CONTINUITY CHECK for AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 3.00
4238.71
N Outlet B
4238.83
Due to Storm
4238.71
4238.83
Max D
1.302
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.259
0.69
Max Q
High Level
0
0
Max Width Max V
2.07
Due to Storm
2.66 AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
DRAINS Results - Catchment C - Undeveloped - 1 Year ARI
DRAINS results prepared 13 January, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
Total Runoff
cu.m (Runoff %)
0.00 (0.0%)
0.00 (0.0%)
0.00 (0.0%)
16.21 (7.1%)
31.90 (12.5%)
45.42 (16.3%)
98.39 (29.4%)
138.18 (36.6%)
172.38 (39.7%)
200.53 (41.7%)
210.49 (38.6%)
229.64 (36.7%)
Impervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
0.00 (0.0%)
‐17.87 (0.0%)
‐29.79 (0.0%)
‐37.94 (0.0%)
‐43.92 (0.0%)
‐39.46 (0.0%)
‐34.57 (0.0%)
‐36.78 (0.0%)
‐38.10 (0.0%)
‐54.99 (0.0%)
‐70.52 (0.0%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
0.00 (0.0%)
17.87 (9.0%)
46.00 (20.1%)
69.84 (27.3%)
89.33 (32.0%)
137.85 (41.1%)
172.74 (45.7%)
209.15 (48.1%)
238.63 (49.7%)
265.47 (48.7%)
300.16 (48.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
Max Q U/S
Max Q D/S
0.048
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
Max Q
Total
Max Q
Low Level
CONTINUITY CHECK for AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Node
Inflow
(cu.m)
Outflow
(cu.m)
Storage Change
(cu.m)
Difference
%
N 4.00
Overflow
(cu.m/s)
Constraint
200.53
200.51
Run Log for 14001 Catchment C undeveloped r1.drn run at 10:33:33 on 13/1/2014
Due to Storm
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 4.00
N Outlet C
Min
Freeboard
(m)
0.048 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 1.77 pervious = 1.77 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 5 minutes storm, average 70.0 mm/h, Zone 1
103.02
AR&R 1 year, 10 minutes storm, average 54.0 mm/h, Zone 1
158.94
AR&R 1 year, 15 minutes storm, average 44.8 mm/h, Zone 1
197.79
AR&R 1 year, 20 minutes storm, average 38.9 mm/h, Zone 1
228.99
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
256.07
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
279.04
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
335.08
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
377.97
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
434.45
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
480.34
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
545.65
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
625.38
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Safe Q
0.048
200.53
200.51
Max D
1.05
0
0
Max DxV
0.094
0.13
Max Q
High Level
0
0
Max Width Max V
0.75
Due to Storm
1.34 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
DRAINS Results - Catchment C - Undeveloped - 10 Year ARI
DRAINS results prepared 13 January, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
OVERFLOW ROUTE DETAILS
Name
OF 4.00
Min
Freeboard
(m)
Total Runoff
cu.m (Runoff %)
11.19 (5.7%)
85.84 (28.6%)
157.55 (42.5%)
211.93 (49.3%)
256.99 (53.7%)
287.46 (56.1%)
382.65 (62.4%)
447.97 (65.0%)
540.38 (67.1%)
608.89 (68.1%)
706.41 (68.4%)
786.59 (65.5%)
Impervious Runoff
cu.m (Runoff %)
‐5.10 (0.0%)
‐30.90 (0.0%)
‐28.16 (0.0%)
‐30.44 (0.0%)
‐31.01 (0.0%)
‐30.77 (0.0%)
‐29.12 (0.0%)
‐30.08 (0.0%)
‐32.14 (0.0%)
‐35.72 (0.0%)
‐35.64 (0.0%)
‐68.61 (0.0%)
Pervious Runoff
cu.m (Runoff %)
16.29 (8.3%)
116.74 (38.9%)
185.71 (50.1%)
242.37 (56.4%)
288.00 (60.2%)
318.23 (62.1%)
411.77 (67.1%)
478.05 (69.4%)
572.52 (71.1%)
644.61 (72.1%)
742.04 (71.8%)
855.20 (71.3%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Constraint
Max Q
(cu.m/s)
Max V
(m/s)
Max Q U/S
Max Q D/S
0.156
Due to Storm
Due to Storm
Safe Q
0.156
Max D
1.05
Max DxV
0.147
0.27
DETENTION BASIN DETAILS
Name
Overflow
(cu.m/s)
0.156 AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 1.77 pervious = 1.77 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 5 minutes storm, average 134 mm/h, Zone 1
197.2
AR&R 10 year, 10 minutes storm, average 102 mm/h, Zone 1
300.22
AR&R 10 year, 15 minutes storm, average 84.0 mm/h, Zone 1
370.86
AR&R 10 year, 20 minutes storm, average 73.0 mm/h, Zone 1
429.73
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
478.29
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
512.14
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
613.24
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
688.74
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
805.27
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
893.57
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
1033.07
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
1200
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Max WL
MaxVol
CONTINUITY CHECK for AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 4.00
786.6
N Outlet C
786.64
Run Log for 14001 Catchment C undeveloped r1.drn run at 10:29:50 on 13/1/2014
786.6
786.64
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max Q
High Level
0
0
Max Width Max V
1.18
Due to Storm
1.81 AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
DRAINS Results - Catchment C - Undeveloped - 100 Year ARI
DRAINS results prepared 13 January, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.286 AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.00 impervious + 1.77 pervious = 1.77 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 5 minutes storm, average 207 mm/h, Zone 1
304.64
AR&R 100 year, 10 minutes storm, average 155 mm/h, Zone 1
456.22
AR&R 100 year, 15 minutes storm, average 128 mm/h, Zone 1
565.12
AR&R 100 year, 20 minutes storm, average 110 mm/h, Zone 1
647.53
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
721.12
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
777.04
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
913.92
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
1024.29
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
1207.94
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
1349.18
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
1578.76
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
1843.75
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
90.86 (29.8%)
240.97 (52.8%)
350.22 (62.0%)
428.31 (66.1%)
497.69 (69.0%)
549.55 (70.7%)
681.14 (74.5%)
782.13 (76.4%)
944.38 (78.2%)
1065.00 (78.9%)
1250.37 (79.2%)
1448.68 (78.6%)
Impervious Runoff
cu.m (Runoff %)
‐29.54 (0.0%)
‐29.01 (0.0%)
‐27.07 (0.0%)
‐29.66 (0.0%)
‐30.47 (0.0%)
‐31.04 (0.0%)
‐29.46 (0.0%)
‐29.15 (0.0%)
‐28.65 (0.0%)
‐31.29 (0.0%)
‐33.37 (0.0%)
‐44.54 (0.0%)
Pervious Runoff
cu.m (Runoff %)
120.40 (39.5%)
269.98 (59.2%)
377.28 (66.8%)
457.97 (70.7%)
528.16 (73.2%)
580.59 (74.7%)
710.60 (77.8%)
811.27 (79.2%)
973.03 (80.6%)
1096.28 (81.3%)
1283.74 (81.3%)
1493.22 (81.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 4.00
Max Q U/S
Max Q D/S
0.286
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment C undeveloped r1.drn run at 10:22:34 on 13/1/2014
Due to Storm
Safe Q
0.286
MaxVol
CONTINUITY CHECK for AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 4.00
1065
N Outlet C
1065.07
Due to Storm
1065
1065.07
Max D
1.302
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.184
0.39
Max Q
High Level
0
0
Max Width Max V
1.47
Due to Storm
2.11 AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Developed Catchments
DRAINS Results - Catchment A - Developed - 1 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
SUB-CATCHMENT DETAILS
Name
Max Pond
HGL
63.39
62.66
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
1.61
Constraint
0 None
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Max V
(m/s)
0.343
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.058
0.133
0.408
0.039
0.096
0.345
0
0.394
0.336
0.382
culvert
Min
Freeboard
(m)
0.345
0
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
6909.25 1574.10 (22.8%)
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
7529.1 1874.77 (24.9%)
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
9041.19 3192.65 (35.3%)
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
10198.29 4238.97 (41.6%)
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
11722.3 5594.27 (47.7%)
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
12960.4 6695.76 (51.7%)
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
14722.66 7767.82 (52.8%)
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
16874.05 9770.99 (57.9%)
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
18526.32 10238.44 (55.3%)
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
21139.92 11086.47 (52.4%)
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
23277.02 13315.57 (57.2%)
AR&R 1 year, 18 hours storm, average 3.2 mm/h, Zone 1
27446.4 15217.27 (55.4%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
2.67
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
1574.10 (83.2%)
1649.72 (80.1%)
1968.41 (79.5%)
2301.10 (82.4%)
2801.32 (87.3%)
3190.02 (89.9%)
3429.19 (85.1%)
4406.15 (95.4%)
4090.93 (80.7%)
3599.74 (62.2%)
4423.33 (69.4%)
5789.40 (77.1%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
225.05 (4.1%)
1224.25 (18.6%)
1937.87 (26.2%)
2792.95 (32.8%)
3505.74 (37.2%)
4338.64 (40.6%)
5364.84 (43.8%)
6147.51 (45.7%)
7486.73 (48.8%)
8892.24 (52.6%)
9427.86 (47.3%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.175
Due to Storm
62.659 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF 2.03
OF bdy
Max Q U/S
Max Q D/S
0.058
0.133
0.408
0.039
0.096
0.345
0
0.343
0.473
0.336
1.526
1.52
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
419.41
N 1.03
532.36
N 2.02
1862.61
N 2.00
0
N 1.05
284.12
N 1.01
2611.82
HW1
2968.86
N 1.02
2968.08
N 1.04
1865.3
N 2.01
N 2.03
N Outlet A
N bdy
1960.28
11122.75
11126.23
11102.75
Run Log for 14001 Catchment A developed r1.drn run at 16:23:41 on 12/5/2014
Safe Q
0.058
0.133
0.408
0.04
0.096
0.345
0
0.343
0.473
0.337
1.526
1.52
Max D
5.98
0.886
1.382
1.04
1.137
5.971
0.367
5.981
1.113
1.079
6.034
5.997
Max DxV
0.015
0.071
0.131
0.052
0.074
0.051
0
0.052
0.128
0.112
0.116
0.079
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
Max Q
High Level
419.41
532.36
1862.61
0
284.12
2611.82
2968.08
2967.92
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1865.26
1960.28
11123.41
11125.93
11102.75
0
0
0
0
0
0
0
0
0
0
Max Width
0.01
0.14
0.28
0.07
0.1
0.03
0
0.03
0.24
0.2
0.15
0.15
10
2.16
3.52
1.44
2.24
10
0
10
4.75
3.87
10
10
Max V
0.38
1.99
2.14
1.28
1.35
0.67
0
0.66
1.88
1.8
1.32
1.93
Due to Storm
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
DRAINS Results - Catchment A - Developed - 10 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
63.71
62.77
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
1.29
Constraint
0 None
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
Max V
(m/s)
0.967
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.202
0.584
1.43
0.178
0.346
0.938
0.026
1.171
1.242
1.51
culvert
Min
Freeboard
(m)
0.983
0
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
12905.21 6944.24 (53.8%)
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
13818.5 7763.72 (56.2%)
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
16546.46 10400.61 (62.9%)
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
18583.5 12514.50 (67.3%)
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
21727.6 15514.88 (71.4%)
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
24110.1 17794.17 (73.8%)
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
27874.05 20935.22 (75.1%)
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
32378.17 24980.99 (77.2%)
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
35737.5 27613.38 (77.3%)
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
41424.52 31284.35 (75.5%)
AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
45967.96 35080.61 (76.3%)
AR&R 10 year, 18 hours storm, average 6.3 mm/h, Zone 1
54120.86 39857.35 (73.6%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
3.57
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
2912.76 (82.5%)
3109.84 (82.2%)
3846.03 (84.9%)
4569.32 (89.8%)
5536.59 (93.1%)
6265.53 (95.0%)
7172.46 (94.0%)
8520.81 (96.2%)
9251.08 (94.6%)
9986.46 (88.1%)
11116.61 (88.4%)
12744.95 (86.0%)
Pervious Runoff
cu.m (Runoff %)
4031.49 (43.0%)
4653.88 (46.4%)
6554.58 (54.5%)
7945.19 (58.9%)
9978.28 (63.2%)
11528.64 (65.8%)
13762.76 (68.0%)
16460.17 (70.0%)
18362.29 (70.7%)
21297.89 (70.8%)
23964.00 (71.8%)
27112.39 (69.0%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.325
Due to Storm
62.773 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF 2.03
OF bdy
Max Q U/S
Max Q D/S
0.202
0.584
1.43
0.178
0.346
0.983
0
0.967
1.603
1.317
5.974
5.938
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
892.73
N 1.03
1273.36
N 2.02
3587.45
N 2.00
1342.54
N 1.05
752.43
N 1.01
7660.36
HW1
7805.15
N 1.02
7804.37
N 1.04
3755.82
N 2.01
6149.87
N 2.03
27310.87
N Outlet A
27275.07
N bdy
27262.98
Run Log for 14001 Catchment A developed r1.drn run at 16:16:53 on 12/5/2014
Safe Q
0.202
0.584
1.43
0.178
0.346
0.983
0
0.967
1.603
1.317
5.974
5.938
892.73
1273.36
3587.45
1342.54
752.43
7660.4
7804.37
7804.21
3755.64
6149.75
27314.04
27274.68
27262.98
Max D
0
0
0
0
0
0
0
0
0
0
0
0
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
0
0
0
0
0
0
0
Max DxV
0.033
0.122
0.2
0.087
0.117
0.097
0
0.098
0.186
0.173
0.264
0.18
0.02
0.31
0.52
0.15
0.2
0.1
0
0.1
0.51
0.45
0.6
0.59
Max Q
High Level
0
0
0
0
0
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
10
0.62 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
4.43
2.57 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
6.84
2.62 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
2.71
1.72 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
4.15
1.68 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
10
1.01 AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
0
0
10
0.99 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
6.38
2.76 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
6.07
2.62 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
10
2.26 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
10
3.3 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
DRAINS Results - Catchment A - Developed - 100 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
SUB-CATCHMENT DETAILS
Name
Max Pond
HGL
64.48
62.92
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
0.52
Constraint
0 None
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Max V
(m/s)
1.989
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.394
0.919
2.294
0.334
0.549
1.71
0.059
1.74
2.208
2.574
culvert
Min
Freeboard
(m)
1.992
0
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
19457.08 13343.06 (68.6%)
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
20966 14773.35 (70.5%)
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
24659.27 18558.22 (75.3%)
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
27637.4 21487.28 (77.7%)
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
32592.6 26338.33 (80.8%)
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
36403.4 29981.08 (82.4%)
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
42597.91 35452.18 (83.2%)
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
49747.79 42048.81 (84.5%)
AR&R 100 year, 6 hours storm, average 19.4 mm/h, Zone 1
55464.6 47056.27 (84.8%)
AR&R 100 year, 9 hours storm, average 15.1 mm/h, Zone 1
64753.96 54745.95 (84.5%)
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
72042.03 59050.22 (82.0%)
AR&R 100 year, 18 hours storm, average 9.9 mm/h, Zone 1
85002.83 69890.00 (82.2%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
4.3
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
4595.33 (86.3%)
4969.00 (86.6%)
6142.89 (91.0%)
7017.04 (92.8%)
8527.08 (95.6%)
9592.10 (96.3%)
11058.83 (94.9%)
13090.37 (96.1%)
14542.78 (95.8%)
16928.47 (95.5%)
17318.47 (87.8%)
21011.30 (90.3%)
Pervious Runoff
cu.m (Runoff %)
8747.74 (61.9%)
9804.35 (64.4%)
12415.33 (69.3%)
14470.24 (72.1%)
17811.24 (75.2%)
20388.97 (77.1%)
24393.35 (78.8%)
28958.45 (80.1%)
32513.49 (80.7%)
37817.48 (80.4%)
41731.75 (79.8%)
48878.70 (79.2%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.549
Due to Storm
62.916 AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF 2.03
OF bdy
Max Q U/S
Max Q D/S
0.394
0.919
2.294
0.334
0.549
1.955
0
1.989
2.483
2.376
10.363
10.285
DETENTION BASIN DETAILS
Name
Max WL
MaxVol
CONTINUITY CHECK for AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
1343.95
N 1.03
1987.81
N 2.02
5255.27
N 2.00
2124.52
N 1.05
1167.49
N 1.01
14509.56
HW1
14505.42
N 1.02
14503.81
N 1.04
5537.82
N 2.01
9455.31
N 2.03
43827.34
N Outlet A
43791.12
N bdy
43777.42
Run Log for 14001 Catchment A developed r1.drn run at 16:12:07 on 12/5/2014
Safe Q
0.394
0.919
2.294
0.334
0.549
1.955
0
1.989
2.483
2.376
10.363
10.285
1343.95
1987.81
5255.27
2124.52
1167.49
14508.77
14503.81
14503.23
5537.77
9454.71
43828.2
43790.3
43777.42
Max D
0
0
0
0
0
0
0
0
0
0
0
0
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
0
0
0
0
0
0
0
0
0
0
0
Max DxV
0.049
0.141
0.228
0.11
0.137
0.148
0
0.152
0.216
0.211
0.371
0.252
Max Q
High Level
0
0
0
0
0
0
0
0
0
0
0
0
0
Max Width
0.04
0.4
0.7
0.21
0.25
0.2
0
0.2
0.69
0.67
1.04
1.03
10
5.26
7.54
3.71
5.15
10
0
10
7.12
7.01
10
10
Max V
0.8
2.87
3.07
1.89
1.84
1.32
0
1.31
3.18
3.16
2.8
4.07
Due to Storm
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
DRAINS Results - Catchment B - Developed - 1 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.374 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Outflow Volumes for Total Catchment (2.70 impervious + 4.09 pervious = 6.79 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 5 minutes storm, average 70.0 mm/h, Zone 1
396.08
AR&R 1 year, 10 minutes storm, average 54.0 mm/h, Zone 1
611.1
AR&R 1 year, 15 minutes storm, average 44.8 mm/h, Zone 1
760.48
AR&R 1 year, 20 minutes storm, average 38.9 mm/h, Zone 1
880.44
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
984.55
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
1072.88
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
1288.35
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
1453.23
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
1670.4
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
1846.82
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
2097.94
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
2404.51
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
119.95 (30.3%)
205.63 (33.6%)
264.85 (34.8%)
312.77 (35.5%)
353.69 (35.9%)
412.01 (38.4%)
609.55 (47.3%)
750.95 (51.7%)
922.17 (55.2%)
1064.72 (57.7%)
1237.04 (59.0%)
1449.03 (60.3%)
Impervious Runoff
cu.m (Runoff %)
119.95 (76.3%)
205.63 (84.8%)
264.85 (87.7%)
312.77 (89.5%)
353.69 (90.5%)
388.12 (91.1%)
476.11 (93.1%)
543.12 (94.1%)
633.11 (95.5%)
706.14 (96.3%)
808.53 (97.1%)
939.03 (98.4%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
0.00 (0.0%)
0.00 (0.0%)
0.00 (0.0%)
0.00 (0.0%)
23.89 (3.7%)
133.44 (17.2%)
207.83 (23.7%)
289.06 (28.7%)
358.59 (32.2%)
428.51 (33.9%)
510.00 (35.2%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 3.00
Max Q U/S
Max Q D/S
0.374
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment B developed r1.drn run at 15:25:42 on 8/5/2014
Due to Storm
Safe Q
0.374
MaxVol
CONTINUITY CHECK for AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 3.00
1064.72
N Outlet B
1060.96
Due to Storm
1064.72
1060.96
Max D
6.04
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.038
0.04
Max Q
High Level
0
0
Max Width Max V
10
Due to Storm
1 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
DRAINS Results - Catchment B - Developed - 10 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
1.444 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
Outflow Volumes for Total Catchment (2.70 impervious + 4.09 pervious = 6.79 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 5 minutes storm, average 134 mm/h, Zone 1
758.22
AR&R 10 year, 10 minutes storm, average 102 mm/h, Zone 1
1154.3
AR&R 10 year, 15 minutes storm, average 84.0 mm/h, Zone 1
1425.9
AR&R 10 year, 20 minutes storm, average 73.0 mm/h, Zone 1
1652.23
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
1838.96
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
1969.1
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
2357.83
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
2648.1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
3096.13
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
3435.63
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
3971.98
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
4613.8
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
260.53 (34.4%)
489.67 (42.4%)
756.53 (53.1%)
978.25 (59.2%)
1158.05 (63.0%)
1279.33 (65.0%)
1654.05 (70.2%)
1928.79 (72.8%)
2330.48 (75.3%)
2637.56 (76.8%)
3079.69 (77.5%)
3614.58 (78.3%)
Impervious Runoff
cu.m (Runoff %)
260.53 (86.6%)
417.93 (91.2%)
526.60 (93.0%)
616.95 (94.1%)
690.46 (94.6%)
741.30 (94.8%)
899.15 (96.1%)
1016.48 (96.7%)
1197.43 (97.4%)
1335.50 (97.9%)
1552.75 (98.5%)
1814.19 (99.0%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
71.74 (10.3%)
229.92 (26.7%)
361.30 (36.3%)
467.59 (42.2%)
538.02 (45.3%)
754.90 (53.1%)
912.31 (57.1%)
1133.05 (60.7%)
1302.05 (62.9%)
1526.94 (63.8%)
1800.39 (64.7%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 3.00
Max Q U/S
Max Q D/S
1.444
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment B developed r1.drn run at 15:26:57 on 8/5/2014
Due to Storm
Safe Q
1.444
MaxVol
CONTINUITY CHECK for AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 3.00
2330.48
N Outlet B
2327.87
Due to Storm
2330.48
2327.87
Max D
6.04
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.084
0.14
Max Q
High Level
0
0
Max Width Max V
10
Due to Storm
1.71 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
DRAINS Results - Catchment B - Developed - 100 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 3.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
2.318 AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
Outflow Volumes for Total Catchment (2.70 impervious + 4.09 pervious = 6.79 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 5 minutes storm, average 207 mm/h, Zone 1
1171.28
AR&R 100 year, 10 minutes storm, average 155 mm/h, Zone 1
1754.08
AR&R 100 year, 15 minutes storm, average 128 mm/h, Zone 1
2172.8
AR&R 100 year, 20 minutes storm, average 110 mm/h, Zone 1
2489.67
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
2772.58
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
2987.6
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
3513.88
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
3938.26
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
4644.36
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
5187.39
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
6070.09
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
7088.93
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
497.80 (42.5%)
1077.72 (61.4%)
1493.66 (68.7%)
1807.74 (72.6%)
2083.02 (75.1%)
2289.76 (76.6%)
2803.51 (79.8%)
3208.24 (81.5%)
3866.21 (83.2%)
4374.29 (84.3%)
5163.49 (85.1%)
6059.14 (85.5%)
Impervious Runoff
cu.m (Runoff %)
420.83 (90.5%)
653.26 (93.8%)
820.77 (95.2%)
947.79 (95.9%)
1059.30 (96.2%)
1144.33 (96.5%)
1357.16 (97.3%)
1527.45 (97.7%)
1810.59 (98.2%)
2028.97 (98.5%)
2383.37 (98.9%)
2789.42 (99.1%)
Pervious Runoff
cu.m (Runoff %)
76.97 (10.9%)
424.46 (40.1%)
672.89 (51.4%)
859.95 (57.3%)
1023.71 (61.2%)
1145.43 (63.6%)
1446.34 (68.3%)
1680.78 (70.8%)
2055.63 (73.4%)
2345.32 (75.0%)
2780.13 (76.0%)
3269.72 (76.5%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 3.00
Max Q U/S
Max Q D/S
2.318
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment B developed r1.drn run at 15:27:27 on 8/5/2014
Due to Storm
Safe Q
2.318
MaxVol
CONTINUITY CHECK for AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 3.00
3866.22
N Outlet B
3864.12
Due to Storm
3866.22
3864.12
Max D
6.04
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.112
0.23
Max Q
High Level
0
0
Max Width Max V
10
Due to Storm
2.07 AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
DRAINS Results - Catchment C - Developed - 1 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.094 AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.27 impervious + 0.54 pervious = 0.81 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 5 minutes storm, average 70.0 mm/h, Zone 1
47.02
AR&R 1 year, 10 minutes storm, average 54.0 mm/h, Zone 1
72.54
AR&R 1 year, 15 minutes storm, average 44.8 mm/h, Zone 1
90.27
AR&R 1 year, 20 minutes storm, average 38.9 mm/h, Zone 1
104.51
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
116.87
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
127.35
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
152.93
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
172.5
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
198.28
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
219.23
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
249.03
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
285.42
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
15.77 (33.5%)
24.31 (33.5%)
35.83 (39.7%)
49.07 (47.0%)
60.73 (52.0%)
70.24 (55.2%)
94.12 (61.5%)
110.61 (64.1%)
133.72 (67.4%)
146.78 (67.0%)
161.32 (64.8%)
186.81 (65.5%)
Impervious Runoff
cu.m (Runoff %)
15.77 (101.6%)
24.31 (101.5%)
30.36 (101.9%)
35.00 (101.5%)
39.38 (102.1%)
42.92 (102.1%)
51.97 (103.0%)
57.79 (101.5%)
69.76 (106.6%)
73.81 (102.0%)
80.15 (97.5%)
95.03 (100.9%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
0.00 (0.0%)
5.46 (9.0%)
14.07 (20.1%)
21.36 (27.3%)
27.32 (32.0%)
42.15 (41.1%)
52.82 (45.7%)
63.96 (48.1%)
72.97 (49.7%)
81.18 (48.7%)
91.79 (48.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 4.00
Max Q U/S
Max Q D/S
0.094
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment C developed r1.drn run at 15:29:06 on 8/5/2014
Due to Storm
Safe Q
0.094
MaxVol
CONTINUITY CHECK for AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 4.00
133.72
N Outlet C
133.59
Due to Storm
133.72
133.59
Max D
0.908
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.049
Max Q
High Level
0
0
Max Width
0.03
Max V
4
Due to Storm
0.7 AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
DRAINS Results - Catchment C - Developed - 10 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.242 AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.27 impervious + 0.54 pervious = 0.81 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 5 minutes storm, average 134 mm/h, Zone 1
90
AR&R 10 year, 10 minutes storm, average 102 mm/h, Zone 1
137.02
AR&R 10 year, 15 minutes storm, average 84.0 mm/h, Zone 1
169.26
AR&R 10 year, 20 minutes storm, average 73.0 mm/h, Zone 1
196.13
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
218.29
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
233.74
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
279.88
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
314.34
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
367.52
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
407.82
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
471.49
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
547.68
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
34.26 (38.1%)
80.56 (58.8%)
112.50 (66.5%)
139.01 (70.9%)
160.36 (73.5%)
174.84 (74.8%)
218.85 (78.2%)
251.85 (80.1%)
299.94 (81.6%)
337.75 (82.8%)
387.31 (82.1%)
451.52 (82.4%)
Impervious Runoff
cu.m (Runoff %)
29.28 (98.6%)
44.86 (99.2%)
55.72 (99.7%)
64.90 (100.3%)
72.30 (100.4%)
77.53 (100.5%)
92.93 (100.6%)
105.67 (101.9%)
124.87 (103.0%)
140.64 (104.5%)
160.40 (103.1%)
190.00 (105.1%)
Pervious Runoff
cu.m (Runoff %)
4.98 (8.3%)
35.70 (38.9%)
56.79 (50.1%)
74.11 (56.4%)
88.07 (60.2%)
97.31 (62.1%)
125.92 (67.1%)
146.18 (69.4%)
175.07 (71.1%)
197.11 (72.1%)
226.91 (71.8%)
261.51 (71.3%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 4.00
Max Q U/S
Max Q D/S
0.242
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment C developed r1.drn run at 15:29:46 on 8/5/2014
Due to Storm
Safe Q
0.242
MaxVol
CONTINUITY CHECK for AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 4.00
160.36
N Outlet C
160.28
Due to Storm
160.36
160.28
Max D
0.908
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.075
Max Q
High Level
0
0
Max Width
0.08
Max V
4
Due to Storm
1 AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
DRAINS Results - Catchment C - Developed - 100 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
SUB‐CATCHMENT DETAILS
Name
Max HGL
Max Pond
HGL
Max
Flow
(cu.m/s)
Due to Storm
Cat 4.00
CHANNEL DETAILS
Name
Min
Freeboard
(m)
Overflow
(cu.m/s)
Constraint
0.361 AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
Outflow Volumes for Total Catchment (0.27 impervious + 0.54 pervious = 0.81 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 5 minutes storm, average 207 mm/h, Zone 1
139.04
AR&R 100 year, 10 minutes storm, average 155 mm/h, Zone 1
208.22
AR&R 100 year, 15 minutes storm, average 128 mm/h, Zone 1
257.92
AR&R 100 year, 20 minutes storm, average 110 mm/h, Zone 1
295.53
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
329.12
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
354.64
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
417.11
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
467.49
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
551.3
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
615.76
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
720.54
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
841.48
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
81.79 (58.8%)
150.56 (72.3%)
199.97 (77.5%)
237.30 (80.3%)
269.88 (82.0%)
294.44 (83.0%)
355.18 (85.2%)
403.64 (86.3%)
481.98 (87.4%)
541.60 (88.0%)
627.07 (87.0%)
729.88 (86.7%)
Impervious Runoff
cu.m (Runoff %)
44.97 (98.0%)
68.00 (99.0%)
84.60 (99.4%)
97.26 (99.7%)
108.37 (99.8%)
116.90 (99.9%)
137.89 (100.2%)
155.56 (100.8%)
184.44 (101.4%)
206.37 (101.6%)
234.51 (98.6%)
273.27 (98.4%)
Pervious Runoff
cu.m (Runoff %)
36.82 (39.5%)
82.56 (59.2%)
115.37 (66.8%)
140.04 (70.7%)
161.50 (73.2%)
177.54 (74.7%)
217.29 (77.8%)
248.08 (79.2%)
297.54 (80.6%)
335.23 (81.3%)
392.55 (81.3%)
456.61 (81.0%)
Max Q
(cu.m/s)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
Max Q
(cu.m/s)
Max V
(m/s)
OVERFLOW ROUTE DETAILS
Name
OF 4.00
Max Q U/S
Max Q D/S
0.361
DETENTION BASIN DETAILS
Name
Max WL
Run Log for 14001 Catchment C developed r1.drn run at 15:30:17 on 8/5/2014
Due to Storm
Safe Q
0.361
MaxVol
CONTINUITY CHECK for AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 4.00
269.88
N Outlet C
269.84
Due to Storm
269.88
269.84
Max D
1.486
Max Q
Total
Max Q
Low Level
Storage Change
(cu.m)
Difference
%
0
0
Max DxV
0.092
Max Q
High Level
0
0
Max Width
0.11
Max V
4
Due to Storm
1.17 AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
Developed Catchments with Detention
DRAINS Results - Catchment A - Developed with Detention - 1 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
N Outlet A
SUB-CATCHMENT DETAILS
Name
Max Pond
HGL
63.39
62.66
59.14
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
1.61
Constraint
0 None
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Max V
(m/s)
0.343
0.981
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.058
0.133
0.408
0.039
0.096
0.345
0
0.394
0.336
0.382
culvert
Pipe basin outlet
Min
Freeboard
(m)
0.345
0
0
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
6909.25 1574.10 (22.8%)
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
7529.1 1874.77 (24.9%)
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
9041.19 3192.65 (35.3%)
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
10198.29 4238.97 (41.6%)
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
11722.3 5594.27 (47.7%)
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
12960.4 6695.76 (51.7%)
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
14722.66 7767.82 (52.8%)
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
16874.05 9770.99 (57.9%)
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
18526.32 10238.44 (55.3%)
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
21139.92 11086.47 (52.4%)
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
23277.02 13315.57 (57.2%)
AR&R 1 year, 18 hours storm, average 3.2 mm/h, Zone 1
27446.4 15217.27 (55.4%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
2.67
5.39
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
1574.10 (83.2%)
1649.72 (80.1%)
1968.41 (79.5%)
2301.10 (82.4%)
2801.32 (87.3%)
3190.02 (89.9%)
3429.19 (85.1%)
4406.15 (95.4%)
4090.93 (80.7%)
3599.74 (62.2%)
4423.33 (69.4%)
5789.40 (77.1%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
225.05 (4.1%)
1224.25 (18.6%)
1937.87 (26.2%)
2792.95 (32.8%)
3505.74 (37.2%)
4338.64 (40.6%)
5364.84 (43.8%)
6147.51 (45.7%)
7486.73 (48.8%)
8892.24 (52.6%)
9427.86 (47.3%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.175
61.45
Due to Storm
62.659 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
59.136 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF basin
OF bdy
Max Q U/S
Max Q D/S
0.058
0.133
0.408
0.039
0.096
0.345
0
0.343
0.473
0.336
0
0.981
DETENTION BASIN DETAILS
Name
Max WL
Basin A
MaxVol
61.84
CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
Node
Inflow
(cu.m)
N 1.00
N 1.03
N 2.02
N 2.00
N 1.05
N 1.01
HW1
N 1.02
N 1.04
N 2.01
Basin A
N Outlet A
N bdy
Safe Q
419.41
532.36
1862.61
0
284.12
2611.82
2968.86
2968.08
1865.3
1960.28
11122.75
10370.69
10348.6
Max D
0.058
0.133
0.408
0.04
0.096
0.345
0
0.343
0.473
0.337
0
0.981
5.98
0.886
1.382
1.04
1.137
5.971
0.367
5.981
1.113
1.079
5.989
5.997
Max Q
Total
Max Q
Low Level
3457.5
Outflow
(cu.m)
0.981
Storage Change
(cu.m)
419.41
532.36
1862.61
0
284.12
2611.82
2968.08
2967.92
1865.26
1960.28
10370.69
10370.38
10348.6
Run Log for 14001 Catchment A developed detention with culvert r1.drn run at 16:05:54 on 12/5/2014
Max DxV
0.015
0.071
0.131
0.052
0.074
0.051
0
0.052
0.128
0.112
0
0.061
0
0
0
0
0
0
0
0
0
0
752.66
0
0
0.01
0.14
0.28
0.07
0.1
0.03
0
0.03
0.24
0.2
0
0.1
Max Q
High Level
0.981
Difference
%
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
10
0.38 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
2.16
1.99 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
3.52
2.14 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
1.44
1.28 AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
2.24
1.35 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
10
0.67 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
0
0
10
0.66 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
4.75
1.88 AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
3.87
1.8 AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
0
0
10
1.61 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
DRAINS Results - Catchment A - Developed with Detention - 10 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
N Outlet A
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
63.71
62.77
59.23
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
1.29
Constraint
0 None
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
Max V
(m/s)
0.967
2.728
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.202
0.584
1.43
0.178
0.346
0.938
0.026
1.171
1.242
1.51
culvert
Pipe basin outlet
Min
Freeboard
(m)
0.983
0
0
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Total Runoff
Storm
Total Rainfall
cu.m
cu.m (Runoff %)
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
12905.21 6944.24 (53.8%)
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
13818.5 7763.72 (56.2%)
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
16546.46 10400.61 (62.9%)
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
18583.5 12514.50 (67.3%)
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
21727.6 15514.88 (71.4%)
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
24110.1 17794.17 (73.8%)
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
27874.05 20935.22 (75.1%)
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
32378.17 24980.99 (77.2%)
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
35737.5 27613.38 (77.3%)
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
41424.52 31284.35 (75.5%)
AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
45967.96 35080.61 (76.3%)
AR&R 10 year, 18 hours storm, average 6.3 mm/h, Zone 1
54120.86 39857.35 (73.6%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
3.57
7.26
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
2912.76 (82.5%)
3109.84 (82.2%)
3846.03 (84.9%)
4569.32 (89.8%)
5536.59 (93.1%)
6265.53 (95.0%)
7172.46 (94.0%)
8520.81 (96.2%)
9251.08 (94.6%)
9986.46 (88.1%)
11116.61 (88.4%)
12744.95 (86.0%)
Pervious Runoff
cu.m (Runoff %)
4031.49 (43.0%)
4653.88 (46.4%)
6554.58 (54.5%)
7945.19 (58.9%)
9978.28 (63.2%)
11528.64 (65.8%)
13762.76 (68.0%)
16460.17 (70.0%)
18362.29 (70.7%)
21297.89 (70.8%)
23964.00 (71.8%)
27112.39 (69.0%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.325
61.57
Due to Storm
62.773 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
59.226 AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF basin
OF bdy
Max Q U/S
Max Q D/S
0.202
0.584
1.43
0.178
0.346
0.983
0
0.967
1.603
1.317
0
2.728
DETENTION BASIN DETAILS
Name
Max WL
Basin A
Safe Q
MaxVol
62.29
CONTINUITY CHECK for AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
892.73
N 1.03
1273.36
N 2.02
3587.45
N 2.00
1342.54
N 1.05
752.43
N 1.01
7660.36
HW1
7805.15
N 1.02
7804.37
N 1.04
3755.82
N 2.01
6149.87
Basin A
27310.87
N Outlet A
26411.83
N bdy
26397.5
Max D
0.202
0.584
1.43
0.178
0.346
0.983
0
0.967
1.603
1.317
0
2.728
5.98
0.886
1.382
1.04
1.137
5.971
0.367
5.981
1.113
1.079
5.989
5.997
Max Q
Total
Max Q
Low Level
6775.8
2.728
Storage Change
(cu.m)
892.73
1273.36
3587.45
1342.54
752.43
7660.4
7804.37
7804.21
3755.64
6149.75
26411.83
26411.33
26397.5
Run Log for 14001 Catchment A developed detention with culvert r1.drn run at 16:02:40 on 12/5/2014
Max DxV
0.033
0.122
0.2
0.087
0.117
0.097
0
0.098
0.186
0.173
0
0.113
0
0
0
0
0
0
0
0
0
0
901.51
0
0
0.02
0.31
0.52
0.15
0.2
0.1
0
0.1
0.51
0.45
0
0.27
Max Q
High Level
2.728
Difference
%
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Max Width Max V
Due to Storm
10
0.62 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
4.43
2.57 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
6.84
2.62 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
2.71
1.72 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
4.15
1.68 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
10
1.01 AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
0
0
10
0.99 AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
6.38
2.76 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
6.07
2.62 AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
0
0
10
2.42 AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
DRAINS Results - Catchment A - Developed with Detention - 100 Year ARI
DRAINS results prepared 12 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
HW1
N 1.02
N Outlet A
SUB-CATCHMENT DETAILS
Name
Max Pond
HGL
64.48
62.92
59.29
Max
Flow
(cu.m/s)
Cat 1.00
Cat 1.03
Cat 2.02
Cat 2.00
Cat 1.05
Cat 1.01
Cat 1.02
Cat 1.04
Cat 2.01
Cat 2.03
CHANNEL DETAILS
Name
Max Q
(cu.m/s)
0.52
Constraint
0 None
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
Max V
(m/s)
1.989
4.515
Max Q
(cu.m/s)
Overflow
(cu.m/s)
Due to Storm
0.394
0.919
2.294
0.334
0.549
1.71
0.059
1.74
2.208
2.574
culvert
Pipe basin outlet
Min
Freeboard
(m)
1.992
0
1.3
Outflow Volumes for Total Catchment (13.0 impervious + 34.6 pervious = 47.6 total ha)
Storm
Total Rainfall
Total Runoff
cu.m
cu.m (Runoff %)
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
19457.08 13343.06 (68.6%)
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
20966 14773.35 (70.5%)
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
24659.27 18558.22 (75.3%)
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
27637.4 21487.28 (77.7%)
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
32592.6 26338.33 (80.8%)
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
36403.4 29981.08 (82.4%)
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
42597.91 35452.18 (83.2%)
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
49747.79 42048.81 (84.5%)
AR&R 100 year, 6 hours storm, average 19.4 mm/h, Zone 1
55464.6 47056.27 (84.8%)
AR&R 100 year, 9 hours storm, average 15.1 mm/h, Zone 1
64753.96 54745.95 (84.5%)
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
72042.03 59050.22 (82.0%)
AR&R 100 year, 18 hours storm, average 9.9 mm/h, Zone 1
85002.83 69890.00 (82.2%)
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
4.3
8.37
Max V
(m/s)
Impervious Runoff
cu.m (Runoff %)
4595.33 (86.3%)
4969.00 (86.6%)
6142.89 (91.0%)
7017.04 (92.8%)
8527.08 (95.6%)
9592.10 (96.3%)
11058.83 (94.9%)
13090.37 (96.1%)
14542.78 (95.8%)
16928.47 (95.5%)
17318.47 (87.8%)
21011.30 (90.3%)
Pervious Runoff
cu.m (Runoff %)
8747.74 (61.9%)
9804.35 (64.4%)
12415.33 (69.3%)
14470.24 (72.1%)
17811.24 (75.2%)
20388.97 (77.1%)
24393.35 (78.8%)
28958.45 (80.1%)
32513.49 (80.7%)
37817.48 (80.4%)
41731.75 (79.8%)
48878.70 (79.2%)
Max U/S
HGL (m)
Max D/S
HGL (m)
63.549
61.7
Due to Storm
62.916 AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
59.293 AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Due to Storm
OVERFLOW ROUTE DETAILS
Name
OF 1.00
OF 1.03
OF 2.02
OF 2.00
OF 1.05
OF 1.01
OF culvert
OF 1.02
OF 1.04
OF 2.01
OF basin
OF bdy
Max Q U/S
Max Q D/S
0.394
0.919
2.294
0.334
0.549
1.955
0
1.989
2.483
2.376
1.3
5.782
DETENTION BASIN DETAILS
Name
Max WL
Basin A
Safe Q
0.394
0.919
2.294
0.334
0.549
1.955
0
1.989
2.483
2.376
1.3
5.782
MaxVol
Max Q
Total
62.5
CONTINUITY CHECK for AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N 1.00
1343.95
N 1.03
1987.81
N 2.02
5255.27
N 2.00
2124.52
N 1.05
1167.49
N 1.01
14509.56
HW1
14505.42
N 1.02
14503.82
N 1.04
5537.82
N 2.01
9455.31
Basin A
43827.36
N Outlet A
42515.8
N bdy
42504.25
Max D
5.98
0.886
1.382
1.04
1.137
5.971
0.367
5.981
1.113
1.079
5.989
5.997
8444.1
Max Q
Low Level
5.815
Storage Change
(cu.m)
1343.95
1987.81
5255.27
2124.52
1167.49
14508.77
14503.82
14503.24
5537.77
9454.71
42478.95
42514.96
42504.25
Run Log for 14001 Catchment A developed detention with culvert r1.drn run at 15:57:27 on 12/5/2014
Max DxV
0.049
0.141
0.228
0.11
0.137
0.148
0
0.152
0.216
0.211
0.067
0.177
0
0
0
0
0
0
0
0
0
0
1349.8
0
0
Max Width
0.04
0.4
0.7
0.21
0.25
0.2
0
0.2
0.69
0.67
0.13
0.58
Max Q
High Level
4.515
Difference
%
0
0
0
0
0
0
0
0
0
0
0
0
0
1.3
10
5.26
7.54
3.71
5.15
10
0
10
7.12
7.01
10
10
Max V
0.8
2.87
3.07
1.89
1.84
1.32
0
1.31
3.18
3.16
1.94
3.26
Due to Storm
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
DRAINS Results - Catchment B - Developed with Detention - 1 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
Catch C Pit
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
86.67
Max
Flow
(cu.m/s)
Cat 4.00
Cat 3.00
OVERFLOW ROUTE DETAILS
Name
OF Dummy B
OF Catch C
Basin B overflow
OF Dummy C
OF Dummy 01
0.047
0.6
Overflow
(cu.m/s)
1.33
Constraint
0 Inlet Capacity
0.047 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
0.375 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Max Q
(cu.m/s)
Catch C Pipe
CHANNEL DETAILS
Name
88.11
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (2.96 impervious + 4.63 pervious = 7.60 total ha)
Storm
Total Rainfall
cu.m
AR&R 1 year, 25 minutes storm, average 34.8 mm/h, Zone 1
1101.42
AR&R 1 year, 30 minutes storm, average 31.6 mm/h, Zone 1
1200.23
AR&R 1 year, 45 minutes storm, average 25.3 mm/h, Zone 1
1441.28
AR&R 1 year, 1 hour storm, average 21.4 mm/h, Zone 1
1625.73
AR&R 1 year, 1.5 hours storm, average 16.4 mm/h, Zone 1
1868.68
AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
2066.05
AR&R 1 year, 3 hours storm, average 10.3 mm/h, Zone 1
2346.97
AR&R 1 year, 4.5 hours storm, average 7.9 mm/h, Zone 1
2689.93
AR&R 1 year, 6 hours storm, average 6.5 mm/h, Zone 1
2953.32
AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
3369.97
AR&R 1 year, 12 hours storm, average 4.1 mm/h, Zone 1
3710.65
AR&R 1 year, 18 hours storm, average 3.2 mm/h, Zone 1
4375.3
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
390.33 (35.4%)
455.43 (37.9%)
676.36 (46.9%)
832.57 (51.2%)
1024.78 (54.8%)
1179.35 (57.1%)
1366.08 (58.2%)
1600.60 (59.5%)
1697.78 (57.5%)
1877.28 (55.7%)
1988.59 (53.6%)
2329.55 (53.2%)
Impervious Runoff
cu.m (Runoff %)
390.33 (90.9%)
428.39 (91.5%)
525.32 (93.5%)
597.32 (94.2%)
697.59 (95.7%)
773.47 (96.0%)
881.06 (96.3%)
1023.32 (97.6%)
1036.09 (90.0%)
1057.29 (80.5%)
1001.35 (69.2%)
1399.67 (82.0%)
Pervious Runoff
cu.m (Runoff %)
0.00 (0.0%)
27.05 (3.7%)
151.04 (17.2%)
235.25 (23.7%)
327.19 (28.7%)
405.88 (32.2%)
485.03 (33.9%)
577.27 (35.2%)
661.69 (36.7%)
819.99 (39.9%)
987.23 (43.6%)
929.87 (34.8%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.047
Max Q
(cu.m/s)
3.18
86.579
Due to Storm
85.871 AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Max V
(m/s)
Max Q U/S
Max Q D/S
0.125
0
0.125
0
0.125
Due to Storm
Safe Q
0.125
0
0.125
0
0.125
Max D
0.979
0.979
0.288
0.979
0.979
Max DxV
0.207
0
0.035
0
0.207
0.15
0
0.02
0
0.15
Max Width Max V
1.66
0
10.16
0
1.66
Due to Storm
0.72 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
0
0.56 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
0
0.72 AR&R 1 year, 9 hours storm, average 4.9 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Basin B
Max WL
MaxVol
85.87
CONTINUITY CHECK for AR&R 1 year, 2 hours storm, average 13.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N Outlet B
947.34
Catch C Pit
113.23
Basin B
1179.19
N Outlet C
0
N Dummy 01
947
N Dummy 02
946.67
Max Q
Total
Max Q
Low Level
892.7
0.125
Storage Change
(cu.m)
947.17
113.07
947.51
0
946.84
946.67
Run Log for 14001 Catchment B developed detention with excel outlet r1.drn run at 14:58:43 on 8/5/2014
0
0
231.76
0
0
0
Max Q
High Level
0
Difference
%
0
0.1
0
0
0
0
0.125
DRAINS Results - Catchment B - Developed with Detention - 10 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
Catch C Pit
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
87.19
Max
Flow
(cu.m/s)
Cat 4.00
Cat 3.00
OVERFLOW ROUTE DETAILS
Name
OF Dummy B
OF Catch C
Basin B overflow
OF Dummy C
OF Dummy 01
0.219
1.7
Overflow
(cu.m/s)
0.81
Constraint
0.033 Inlet Capacity
0.219 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
1.444 AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
Max Q
(cu.m/s)
Catch C Pipe
CHANNEL DETAILS
Name
88.2
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (2.96 impervious + 4.63 pervious = 7.60 total ha)
Storm
Total Rainfall
cu.m
AR&R 10 year, 25 minutes storm, average 65.0 mm/h, Zone 1
2057.25
AR&R 10 year, 30 minutes storm, average 58.0 mm/h, Zone 1
2202.84
AR&R 10 year, 45 minutes storm, average 46.3 mm/h, Zone 1
2637.71
AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
2962.44
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
3463.65
AR&R 10 year, 2 hours storm, average 25.3 mm/h, Zone 1
3843.45
AR&R 10 year, 3 hours storm, average 19.5 mm/h, Zone 1
4443.47
AR&R 10 year, 4.5 hours storm, average 15.1 mm/h, Zone 1
5161.48
AR&R 10 year, 6 hours storm, average 12.5 mm/h, Zone 1
5697
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
6603.58
AR&R 10 year, 12 hours storm, average 8.0 mm/h, Zone 1
7327.86
AR&R 10 year, 18 hours storm, average 6.3 mm/h, Zone 1
8627.54
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
1289.68 (62.7%)
1425.38 (64.7%)
1843.75 (69.9%)
2151.91 (72.6%)
2601.27 (75.1%)
2945.32 (76.6%)
3436.77 (77.3%)
4032.65 (78.1%)
4400.13 (77.2%)
5076.28 (76.9%)
5644.83 (77.0%)
6069.98 (70.4%)
Impervious Runoff
cu.m (Runoff %)
760.41 (94.8%)
816.39 (95.1%)
989.28 (96.2%)
1119.27 (96.9%)
1318.78 (97.7%)
1471.53 (98.2%)
1708.45 (98.6%)
1994.80 (99.1%)
2149.71 (96.8%)
2526.10 (98.1%)
2762.54 (96.7%)
2935.30 (87.3%)
Pervious Runoff
cu.m (Runoff %)
529.27 (42.2%)
608.98 (45.3%)
854.47 (53.1%)
1032.64 (57.1%)
1282.49 (60.7%)
1473.79 (62.9%)
1728.32 (63.8%)
2037.85 (64.7%)
2250.42 (64.7%)
2550.17 (63.3%)
2882.29 (64.5%)
3134.68 (59.6%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.187
Max Q
(cu.m/s)
4.6
86.667
Due to Storm
86.296 AR&R 10 year, 1 hour storm, average 39.0 mm/h, Zone 1
Max V
(m/s)
Max Q U/S
Max Q D/S
0.331
0.033
0.331
0.033
0.331
Due to Storm
Safe Q
0.331
0.033
0.331
0.033
0.331
Max D
0.979
0.979
0.288
0.979
0.979
Max DxV
0.299
0.126
0.053
0.126
0.299
0.28
0.07
0.04
0.07
0.28
Max Width Max V
2.39
1.01
11.97
1.01
2.39
0.92
0.52
0.78
0.52
0.92
Due to Storm
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
AR&R 10 year, 9 hours storm, average 9.7 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Basin B
Max WL
MaxVol
86.3
CONTINUITY CHECK for AR&R 10 year, 1.5 hours storm, average 30.4 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N Outlet B
1983.13
Catch C Pit
269.59
Basin B
2597.46
N Outlet C
3.15
N Dummy 01
1985.07
N Dummy 02
1983.87
Max Q
Total
Max Q
Low Level
1982.2
0.331
Storage Change
(cu.m)
1982.53
268.94
1983.73
3.15
1984.47
1983.87
Run Log for 14001 Catchment B developed detention with excel outlet r1.drn run at 15:02:26 on 8/5/2014
0
0
614.03
0
0
0
Max Q
High Level
0
Difference
%
0
0.2
0
0
0
0
0.331
DRAINS Results - Catchment B - Developed with Detention - 100 Year ARI
DRAINS results prepared 08 May, 2014 from Version 2014.01
PIT / NODE DETAILS
Name
Max HGL
Catch C Pit
SUB‐CATCHMENT DETAILS
Name
Max Pond
HGL
87.22
Max
Flow
(cu.m/s)
Cat 4.00
Cat 3.00
OVERFLOW ROUTE DETAILS
Name
OF Dummy B
OF Catch C
Basin B overflow
OF Dummy C
OF Dummy 01
0.344
1.7
Overflow
(cu.m/s)
0.78
Constraint
0.158 Inlet Capacity
0.344 AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
2.318 AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
Max Q
(cu.m/s)
Catch C Pipe
CHANNEL DETAILS
Name
88.2
Min
Freeboard
(m)
Due to Storm
Outflow Volumes for Total Catchment (2.96 impervious + 4.63 pervious = 7.60 total ha)
Storm
Total Rainfall
cu.m
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
3101.7
AR&R 100 year, 30 minutes storm, average 88.0 mm/h, Zone 1
3342.24
AR&R 100 year, 45 minutes storm, average 69.0 mm/h, Zone 1
3930.99
AR&R 100 year, 1 hour storm, average 58.0 mm/h, Zone 1
4405.74
AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
5195.66
AR&R 100 year, 2 hours storm, average 38.2 mm/h, Zone 1
5803.15
AR&R 100 year, 3 hours storm, average 29.8 mm/h, Zone 1
6790.63
AR&R 100 year, 4.5 hours storm, average 23.2 mm/h, Zone 1
7930.41
AR&R 100 year, 6 hours storm, average 19.4 mm/h, Zone 1
8841.74
AR&R 100 year, 9 hours storm, average 15.1 mm/h, Zone 1
10322.58
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
11484.39
AR&R 100 year, 18 hours storm, average 9.9 mm/h, Zone 1
13550.5
PIPE DETAILS
Name
Version 8
Max Pond
Volume
(cu.m)
Max Surface
Flow Arriving
(cu.m/s)
Total Runoff
cu.m (Runoff %)
2324.30 (74.9%)
2555.41 (76.5%)
3130.27 (79.6%)
3582.96 (81.3%)
4318.43 (83.1%)
4886.68 (84.2%)
5760.94 (84.8%)
6758.38 (85.2%)
7527.93 (85.1%)
8656.01 (83.9%)
9552.66 (83.2%)
10807.93 (79.8%)
Impervious Runoff
cu.m (Runoff %)
1165.57 (96.4%)
1258.91 (96.6%)
1493.16 (97.4%)
1680.49 (97.8%)
1991.69 (98.3%)
2232.02 (98.6%)
2614.18 (98.7%)
3057.45 (98.9%)
3404.64 (98.8%)
3949.73 (98.1%)
4375.27 (97.7%)
4944.64 (93.6%)
Pervious Runoff
cu.m (Runoff %)
1158.73 (61.2%)
1296.50 (63.6%)
1637.11 (68.3%)
1902.47 (70.8%)
2326.75 (73.4%)
2654.66 (75.0%)
3146.76 (76.0%)
3700.94 (76.5%)
4123.29 (76.4%)
4706.28 (74.7%)
5177.39 (73.9%)
5863.29 (70.9%)
Max V
(m/s)
Max U/S
HGL (m)
Max D/S
HGL (m)
0.189
Max Q
(cu.m/s)
4.5
86.671
Due to Storm
86.498 AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
Max V
(m/s)
Max Q U/S
Max Q D/S
0.713
0.158
0.713
0.158
0.713
Due to Storm
Safe Q
0.713
0.158
0.713
0.158
0.713
Max D
0.979
0.979
0.288
0.979
0.979
Max DxV
0.4
0.227
0.076
0.227
0.4
0.45
0.17
0.07
0.17
0.45
Max Width Max V
3.2
1.82
14.26
1.82
3.2
1.11
0.77
0.98
0.77
1.11
Due to Storm
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
AR&R 100 year, 25 minutes storm, average 98.0 mm/h, Zone 1
AR&R 100 year, 12 hours storm, average 12.6 mm/h, Zone 1
DETENTION BASIN DETAILS
Name
Basin B
Max WL
MaxVol
86.5
CONTINUITY CHECK for AR&R 100 year, 1.5 hours storm, average 45.6 mm/h, Zone 1
Node
Inflow
Outflow
(cu.m)
(cu.m)
N Outlet B
3434.94
Catch C Pit
451.51
Basin B
4282.7
N Outlet C
34.99
N Dummy 01
3468.49
N Dummy 02
3467.05
Max Q
Total
Max Q
Low Level
2604.5
0.713
Storage Change
(cu.m)
3434.22
450.75
3435.66
34.99
3467.77
3467.05
Run Log for 14001 Catchment B developed detention with excel outlet r1.drn run at 15:08:17 on 8/5/2014
0
0
847.38
0
0
0
Max Q
High Level
0
Difference
%
0
0.2
0
0
0
0
0.713
APPENDIX E
Stage / Discharge Relationship
for Detention Basin No. 2
BASIN B - STAGE / DISCHARGE RELATIONSHIP FOR BASIN WITH STAGED OUTLET CONTROL STRUCTURE
Basin WL
R.L
Increment
0.025
LOW FLOW ORIFICE
HIGH FLOW ORIFICE
Orifice No. 1
Orifice No. 2
For H/D < 1.2 : Q=1.32D^.87H^1.63 For H/D < 1.2 : Q=1.32D^.87H^1.63
For H/D > 1.2 : Q=1.62D^1.87H^.63 For H/D > 1.2 : Q=1.62D^1.87H^.63
Pipe Dia (D), m
0.225
Pipe Dia (D), m
0.250
Assuming Square Edged
Assuming Square Edged
Pipe Invert (RL), m
No. Pipes
85.10
85.13
85.15
85.18
85.20
85.23
85.25
85.28
85.30
85.33
85.35
85.38
85.40
85.43
85.45
85.48
85.50
85.53
85.55
85.58
85.60
85.63
85.65
85.68
85.70
85.73
85.75
85.78
85.80
85.83
85.85
85.88
85.90
85.93
85.95
85.98
86.00
86.03
86.05
86.08
86.10
86.13
86.15
86.18
86.20
86.23
86.25
86.28
86.30
86.33
86.35
86.38
86.40
86.43
86.45
86.48
86.50
86.53
86.55
86.58
86.60
86.63
86.65
86.68
86.70
H (m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.05
0.08
0.10
0.13
0.15
0.18
0.20
0.23
0.25
0.28
0.30
0.33
0.35
0.38
0.40
0.43
0.45
0.48
0.50
0.53
0.55
0.58
0.60
0.63
0.65
0.68
0.70
0.73
0.75
0.78
0.80
0.83
0.85
0.88
0.90
0.93
0.95
0.98
1.00
1.03
1.05
1.08
1.10
1.13
1.15
1.18
1.20
1.23
1.25
1.28
1.30
85.40
2
Q (cumecs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002
0.005
0.011
0.017
0.024
0.033
0.042
0.052
0.063
0.075
0.088
0.093
0.098
0.103
0.107
0.112
0.116
0.120
0.125
0.129
0.133
0.137
0.141
0.144
0.148
0.152
0.155
0.159
0.163
0.166
0.170
0.173
0.176
0.180
0.183
0.186
0.190
0.193
0.196
0.199
0.202
0.205
0.208
0.211
0.214
0.217
0.220
0.223
0.226
0.229
0.232
0.235
Pipe Invert (RL), m
No. Pipes
H (m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.05
0.08
0.10
0.13
0.15
0.18
0.20
0.23
0.25
0.28
0.30
0.33
0.35
0.38
0.40
0.43
0.45
0.48
0.50
0.53
0.55
0.58
0.60
0.63
0.65
0.68
0.70
0.73
0.75
0.78
0.80
0.83
0.85
85.85
OUTLET CONTROL STRUCTURE
PIT
4 Sided Weir
Length of grate
1.2
Width of grate
1.2
Perimeter of Grate (m)
4.8
Grate Opening Ratio
1.00
Opening Area
1.440
Pit Inlet Level
86.340
2
Q (cumecs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002
0.006
0.012
0.019
0.027
0.036
0.046
0.057
0.069
0.083
0.096
0.114
0.119
0.125
0.131
0.136
0.141
0.147
0.152
0.157
0.162
0.166
0.171
0.176
0.180
0.185
0.189
0.194
0.198
0.202
0.207
0.211
0.215
0.219
OVERFLOW STRUCTURES
PIPE OUTLET
Pipe
For H/D < 1.2 : Q=1.32D^.87H^1.63
For H/D > 1.2 : Q=1.62D^1.87H^.63
Pipe Dia (D), m
0.525
Assuming Square Edged
Pipe Invert (RL), m
No. Pipes
H
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.04
0.06
0.09
0.11
0.14
0.16
0.19
0.21
0.24
0.26
0.29
0.31
0.34
0.36
Grate
Grate
Weir Cap Orifice Cap Total Flow
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.00
0.00
0.000
0.01
0.43
0.008
0.05
0.80
0.052
0.12
1.05
0.117
0.20
1.25
0.197
0.29
1.42
0.291
0.40
1.57
0.395
0.51
1.71
0.510
0.63
1.84
0.634
0.77
1.96
0.767
0.91
2.07
0.908
1.06
2.18
1.056
1.21
2.28
1.212
1.38
2.38
1.375
1.54
2.47
1.545
1.72
2.56
1.721
H (m)
0.10
0.13
0.15
0.18
0.20
0.23
0.25
0.28
0.30
0.33
0.35
0.38
0.40
0.43
0.45
0.48
0.50
0.53
0.55
0.58
0.60
0.63
0.65
0.68
0.70
0.73
0.75
0.78
0.80
0.83
0.85
0.88
0.90
0.93
0.95
0.98
1.00
1.03
1.05
1.08
1.10
1.13
1.15
1.18
1.20
1.23
1.25
1.28
1.30
1.33
1.35
1.38
1.40
1.43
1.45
1.48
1.50
1.53
1.55
1.58
1.60
1.63
1.65
1.68
1.70
Total
Spillway
Q=CspLH^1.5
Roadway
Parabolic weir
Weir Length (L), m
Weir Invert (RL), m
Csp
5
86.45
1.70
H (m)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.05
0.08
0.10
0.13
0.15
0.18
0.20
0.23
0.25
Q (cumecs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.03
0.10
0.17
0.27
0.38
0.49
0.62
0.76
0.91
1.06
85.00
Low point elev RL
Cd
Height above low pt
Distance from low pt
Parabola focus
Stage
Total Outflow
85.10
85.13
85.15
85.18
85.20
85.23
85.25
85.28
85.30
85.33
85.35
85.38
85.40
85.43
85.45
85.48
85.50
85.53
85.55
85.58
85.60
85.63
85.65
85.68
85.70
85.73
85.75
85.78
85.80
85.83
85.85
85.88
85.90
85.93
85.95
85.98
86.00
86.03
86.05
86.08
86.10
86.13
86.15
86.18
86.20
86.23
86.25
86.28
86.30
86.33
86.35
86.38
86.40
86.43
86.45
86.48
86.50
86.53
86.55
86.58
86.60
86.63
86.65
86.68
86.70
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002
0.005
0.011
0.017
0.024
0.033
0.042
0.052
0.063
0.075
0.088
0.093
0.098
0.103
0.107
0.112
0.116
0.120
0.127
0.135
0.144
0.155
0.167
0.180
0.194
0.209
0.225
0.242
0.259
0.280
0.289
0.298
0.307
0.316
0.325
0.333
0.341
0.357
0.410
0.483
0.571
0.614
0.654
0.722
0.808
0.909
1.022
1.147
1.282
1.426
1.579
1.741
10000
0.90
0.10
30
4500
1
Q (cumecs)
0.018
0.025
0.034
0.044
0.055
0.066
0.079
0.092
0.106
0.121
0.136
0.152
0.169
0.187
0.205
0.224
0.243
0.264
0.284
0.306
0.328
0.350
0.370
0.379
0.388
0.396
0.405
0.413
0.422
0.430
0.438
0.446
0.454
0.462
0.470
0.478
0.486
0.493
0.501
0.508
0.516
0.523
0.530
0.537
0.545
0.552
0.559
0.566
0.573
0.580
0.587
0.593
0.600
0.607
0.614
0.620
0.627
0.633
0.640
0.646
0.653
0.659
0.666
0.672
0.678
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.002
0.005
0.011
0.017
0.024
0.033
0.042
0.052
0.063
0.075
0.088
0.093
0.098
0.103
0.107
0.112
0.116
0.120
0.127
0.135
0.144
0.155
0.167
0.180
0.194
0.209
0.225
0.242
0.259
0.280
0.289
0.298
0.307
0.316
0.325
0.333
0.341
0.357
0.410
0.483
0.571
0.614
0.620
0.627
0.633
0.640
0.646
0.653
0.659
0.666
0.672
0.678
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
APPENDIX F
Nutrient Control Pond Calculations
Sizing of Wetlands - Catchment A
The Constructed Wetlands Manual (DL&WC) 1998
(example page 254 Volume 2)
Determine average daily runoff (RunoffDA)
Land Use Type
Residential
Medium Density Res.
Industrial
Rural Residential
Area (ha) % yield (Table10-5)
12.27
0
0
14.635
45
50
80
10
173.0
0.0
0.0
45.9
RunoffDA
26.905
RunoffDA (m3/day)
218.9
m3/day
Wetland to be designed to achieve 50-70% removal of phosphorus
Average Depths
Generic Curve Method (from fig 16-8)
choose Volume Open Water: Volume Reed Bed Ratio (typ. 2:1)
3 :1
Average Depth dAV
0.9 m
(fig 16-8)
Modified mean annual runoff method
choose area reed bed:area open water for macrophyte zone (typ 3:1)
water quality (4:1), habitat (1.5:1)
3 :1
Average Depth Macrophyte zone
0.7 m (fig 16-9)
System Sizing
Generic Curve Method
i) determine the % of phosphorus removal rate (50 or 70%)
50 %
ii) determine hydralic residence time
Hydraulic Retention Time (HRT)
12 days
iii) determine wetland system volume (eq'n 16-3)
volume = Runoff DA * HRT =
3
2627 m
iv) determine wetland area (eq'n 16-4)
area = volume/dav
2
2919 m
ZONE SIZING
Deep Water Zone (removal of sediment)
NB: Council standard GPT is designed to capture 75% of >0.04mm
Deep Water zone to capture finer sediments than GPT
i) determine min. diam of particales to be captured
ii) Settling Velocity &
ii) sedimentation efficiency ef
iii) design flow rate (Q)
Q1
iv) Surface Area Required (eqn 16-5)
As
v) Calculate pond dimensions (eqn 16-6 & 16-7)
width
length
0.05 mm
0.0019 m/s Table 16-6
76
3
1.52 m /s
(from DRAINS)
2
1053 m
18.7 m
56.2 m
14001 DLAWC Wetland Catchment A r1.xlsx
Macrophyte Zone
NB: Flows in excess of 2 year ARI should be diverted around this zone
i) determine the required detention factor Df
RDAV
for
Df
132 mm table 16-7 (Newcastle)
50 % dissolved phosphorus removal
11.1 eqn 16-8
ii) calculate volume of macrophyte zone (eqn 16-10)
Volume = Df * RunoffDA
3
2421 m
2
3459 m
Area = vol/dAV
Macrophyte Zone
2594 reed bed m
865 open water
2
4511 m (final sizing) = Deep Water Zone + Macrop
2
2919 m (preliminary sizing)
Total Wetland Area (Zone Sizing)
Total Wetland Area (Generic method)
Design of Surcharging in Macrophyte Zone
Aim to capture 'first flush'. ie first 10mm (Catchment <40ha)
or first 25mm (Catchment >40ha)
Fraction impervious (%)
Catchment Area (ha)
26.8
26.905
volume of surcharge pool
721.054 m^3
min. depth of surcharge pool
%
ha
0.208 m (assumes depth over macrophyte zone onl
TIME TO DRAW DOWN RESERVOIR WITH ORIFICE
Surface Area of Pond (a)
Depth to Orifice (h)
Diameter of Orifice (d)
4511 square metres
0.208 metres
75 mm
Orifice Eq'n Q = CA* SQRT(2gh)
assume C = 0.6
Area Orifice (A)
0.004418 m^2
Time to drain (t)
350941.2 secs
4.06 days
14001 DLAWC Wetland Catchment A r1.xlsx
Sizing of Wetlands - Catchments B and C
The Constructed Wetlands Manual (DL&WC) 1998
(example page 254 Volume 2)
Determine average daily runoff (RunoffDA)
Land Use Type
Residential
Medium Density Res.
Industrial
Rural Residential
Area (ha) % yield (Table10-5)
3.22
0
0
3.56
45
50
80
10
45.4
0.0
0.0
11.2
RunoffDA
6.78
RunoffDA (m3/day)
56.6
m3/day
Wetland to be designed to achieve 50-70% removal of phosphorus
Average Depths
Generic Curve Method (from fig 16-8)
choose Volume Open Water: Volume Reed Bed Ratio (typ. 2:1)
3 :1
Average Depth dAV
0.9 m
(fig 16-8)
Modified mean annual runoff method
choose area reed bed:area open water for macrophyte zone (typ 3:1)
water quality (4:1), habitat (1.5:1)
3 :1
Average Depth Macrophyte zone
0.7 m (fig 16-9)
System Sizing
Generic Curve Method
i) determine the % of phosphorus removal rate (50 or 70%)
50 %
ii) determine hydralic residence time
Hydraulic Retention Time (HRT)
12 days
iii) determine wetland system volume (eq'n 16-3)
volume = Runoff DA * HRT =
3
679 m
iv) determine wetland area (eq'n 16-4)
area = volume/dav
2
754 m
ZONE SIZING
Deep Water Zone (removal of sediment)
NB: Council standard GPT is designed to capture 75% of >0.04mm
Deep Water zone to capture finer sediments than GPT
i) determine min. diam of particales to be captured
ii) Settling Velocity &
ii) sedimentation efficiency ef
iii) design flow rate (Q)
Q1
iv) Surface Area Required (eqn 16-5)
As
v) Calculate pond dimensions (eqn 16-6 & 16-7)
width
length
0.05 mm
0.0019 m/s Table 16-6
76
3
0.42 m /s
(from DRAINS)
2
291 m
9.8 m
29.5 m
14001 DLAWC Wetland Catchment B r1.xlsx
Macrophyte Zone
NB: Flows in excess of 2 year ARI should be diverted around this zone
i) determine the required detention factor Df
RDAV
for
Df
132 mm table 16-7 (Newcastle)
50 % dissolved phosphorus removal
11.1 eqn 16-8
ii) calculate volume of macrophyte zone (eqn 16-10)
Volume = Df * RunoffDA
3
626 m
2
894 m
Area = vol/dAV
Macrophyte Zone
670 reed bed m
223 open water
2
1185 m (final sizing) = Deep Water Zone + Macrop
2
754 m (preliminary sizing)
Total Wetland Area (Zone Sizing)
Total Wetland Area (Generic method)
Design of Surcharging in Macrophyte Zone
Aim to capture 'first flush'. ie first 10mm (Catchment <40ha)
or first 25mm (Catchment >40ha)
Fraction impervious (%)
Catchment Area (ha)
39
6.78
volume of surcharge pool
264.42 m^3
min. depth of surcharge pool
%
ha
0.296 m (assumes depth over macrophyte zone onl
TIME TO DRAW DOWN RESERVOIR WITH ORIFICE
Surface Area of Pond (a)
Depth to Orifice (h)
Diameter of Orifice (d)
1185 square metres
0.296 metres
43 mm
Orifice Eq'n Q = CA* SQRT(2gh)
assume C = 0.6
Area Orifice (A)
0.001452 m^2
Time to drain (t)
333967.2 secs
3.87 days
14001 DLAWC Wetland Catchment B r1.xlsx

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