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Eastern CFRAM Study HA09 Hydraulics Report - DRAFT FINAL
IBE0600Rp0027 F03
DOCUMENT CONTROL SHEET
Client OPW
Project Title Eastern CFRAM Study
Document Title IBE0600Rp0027_HA09 Hydraulics Report
Model Name Maynooth
Rev.
Status Author(s) Modeller Reviewed by Approved By Office of Origin Issue Date
D01 Draft T. Carberry D. Irwin S. Patterson G. Glasgow Belfast 30/05/2014
F01 Draft Final
T. Carberry D. Irwin S. Patterson G. Glasgow Belfast 25/11/2014
F02 Draft Final
T. Carberry D. Irwin S. Patterson G. Glasgow Belfast 13/08/2015
F03 Draft Final
T. Carberry D. Irwin S. Patterson G. Glasgow Belfast 05/08/2016
Eastern CFRAM Study
HA09 Hydraulics Report –
Maynooth Model
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Table of Reference Reports
Report Issue Date Report Reference Relevant Section
Eastern CFRAM Study Flood Risk Review
December 2011
IBE0600Rp0001_Flood Risk Review_F02
3.5.14
Eastern CFRAM Study Inception Report UoM09
August 2012 IBE0600Rp0008_HA09 Inception Report_F02
4.3.2, 4.4.3
Eastern CFRAM Study Hydrology Report UoM09
September 2013
IBE0600Rp0016_HA09_Hydrology Report_F01
4.9
Eastern CFRAM Study HA09 Liffey Survey Contract Report
November 2012
2001s4884- SC2 Survey Report v1 1.7.1
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4 HYDRAULIC MODEL DETAILS
4.18 MAYNOOTH
4.18.1 General Hydraulic Model Information
(1) Introduction:
The Eastern CFRAM Flood Risk Review (IBE0600Rp0001_Flood Risk Review) highlighted Maynooth in
the Liffey catchment as an Area for Further Assessment for fluvial flooding based on a review of historic
flooding and the extents of flood risk determined during the PFRA.
The Maynooth model represents the portion of the Rye Water, a large tributary of the Liffey, where it
passes through the Maynooth AFA. The model also represents the main tributary of the Rye Water, the
Lyreen River and a number of tributaries that flow into the Lyreen through Maynooth. The total catchment
represented by the model is 195 km2 with 88 km2 of the catchment area made up by the Lyreen which
joins the Rye Water just north of the town.
Both the Rye Water and the Lyreen are gauged within the model extents. The data available for flood flow
estimation at both gauges is of a similar quality and duration with both gauges having been installed in
2001 and operated by the EPA since. The Anne's Bridge gauging station (09048 – EPA) is located at the
upstream extents of the model on the Rye Water. The gauging station stage discharge rating relationship
is heavily extrapolated at the FSU estimated Qmed value based on catchment descriptors of 8.2 m3/s. Due
to the high uncertainty in the rating at flood flows and the short record length (10 complete years AMAX
data with some gaps) there is low confidence in the Qmed value of 22.9 m3/s derived from the gauging
station record. A catchment run-off (NAM) model has been developed of the gauged catchment and
calibrated against the low to mid range continuous flow trace at the Anne's Bridge gauging station using
gauge adjusted radar based hourly rainfall sums for the catchment from 2001 to 2010. Using the adjusted
radar based rainfall sums and observed rainfall sums from surrounding rain gauges a continuous flow
trace was simulated for the period 1950 to 2010. An AMAX series was extracted from the continuous flow
trace and the simulated Qmed calculated to be 17.0 m3/s.
The Lyreen is gauged at its downstream reach, approximately 0.5km upstream of its confluence with the
Rye Water at Maynooth (09049 – EPA). Similar to the Anne's Bridge gauging station the stage discharge
rating relationship is heavily extrapolated at the FSU estimated Qmed value based on catchment
descriptors of 10.0 m3/s. Due to the high uncertainty in the rating at flood flows and the short record length
(10 complete years AMAX data with some gaps) there is low confidence in the Qmed value of 25.8 m3/s
derived from the gauging station record. A catchment run-off (NAM) model has been developed of the
gauged catchment and calibrated against the low to mid range continuous flow trace at the Maynooth
gauging station using gauge adjusted radar based hourly rainfall sums for the catchment from 2001 to
2010. Using the adjusted radar based rainfall sums and observed rainfall sums from surrounding rain
gauges a continuous flow trace was simulated for the period 1964 to 2010. An AMAX series was extracted
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from the continuous flow trace and the simulated Qmed calculated to be 12.4 m3/s.
Although both simulated Qmed values are affected by any uncertainty in the observed flow record at the
gauging station (through calibration of the NAM model) they are considered improved estimates of Qmed at
the gauging stations due to the longer record length, the quality of the rainfall and catchment data and the
availability of the flow records for calibration. There still remains however a striking difference between the
simulated values and those derived from the catchment descriptor based FSU approach, ranging between
20% and 110%, and it still remains a possibility that the poor record (and potentially grossly overestimating
rating curves) has skewed the simulation despite the best efforts to focus the calibration on low to mid
range flows. It is worth noting though that at the gauging station on the Rye Water downstream at Leixlip
(09001 – OPW) the difference between the observed Qmed and the Qmed derived from catchment
descriptors is approximately 35%. Considering the quality of the data at this station it can be considered
that there is definitely an underestimation using the FSU catchment descriptor based equation when
considering the Rye Water catchment and it is possible that the error is most pronounced upstream of the
Anne's Bridge gauging station (09048).
No gauging station rating reviews were proposed for these stations and as such it was considered prudent
that both of these simulated Qmed values were reviewed at hydraulic model calibration stage. The
comparison of the calibrated model Q-h relationship to the extrapolated rating curve at both stations would
indicate that the existing rating curves overestimate the Qmed value. This therefore provides some
validation for the simulated Qmed value from the rainfall runoff (NAM) models.
All watercourses in this model have been identified as HPW except the middle segment of the Ballybrack/
Roestown tributary between cross-sections 09ROES00425 at chainage 2391 and 09ROES00109 at
chainage 5525. A number of areas within the Rye Water and Lyreen catchments are relatively flat and
were considered to have potential for complex flood mechanisms, so it was decided to model all
watercourses as 1D-2D using the MIKE suite of software where LiDAR data was available. As a result,
approximately 500m of watercourse at the upstream extent of the Ballybrack/ Roestown tributary was
modelled as 1D only as LiDAR data was not available in this area. The water level was not found to reach
the bank markers in this location, so this approach was considered to be appropriate.
(2) Model Reference: HA09_MAYN4
(3) AFAs included in the model: Maynooth
(4) Primary Watercourses / Water Bodies (including local names):
Reach ID
09RYEW
09LYRE
09BBRK
09MILF
Name
Rye Water
Lyreen River
Ballybrack/ Roestown
Mill Race F
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09MILG
09MILK
09ROOS
09CREW
09MOYC
09MOYG
Mill Race G
Mill Race K
Roosk (known locally as Meadowbrook Stream)
Crewhill
Moyclare
Moygaddy
(5) Software Type (and version):
(a) 1D Domain :
MIKE 11 (2011)
(b) 2D Domain:
MIKE 21 - Rectangular Mesh
(2011)
(c) Other model elements:
MIKE FLOOD (2011)
4.18.2 Hydraulic Model Schematisation
(1) Map of Model Extents:
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Figure 4.18.1: Maynooth Model Overview
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Figure 4.18.2: Maynooth AFA Extent
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Figure 4.18.1 and Figure 4.18.2 illustrate the extent of the modelled catchment, river centre line, HEP
locations and AFA extents as applicable. The Rye Water/ Lyreen catchments contain 6 Upstream Limit
HEPs and 2 gauging station HEPs, one of which acts as an upstream limit point (09048_RPS). There are
also 2 intermediate HEPs, 1 Downstream Limit HEP and 7 Trib HEPs (6 of which are modelled
tributaries).
(2) x-y Coordinates of River (Upstream extent):
Table 4.18.1: x-y Coordinates of River
River Name x y
09RYEW Rye Water 290829.5 239322
09LYRE Lyreen River 291222 236735
09BBRK Ballybrack/ Roestown 286310.5 237246.5
09MILF Mill Race F 292510 237681.5
09MILG Mill Race G 293368 237730
09MILK Mill Race K 292690.5 237673.5
09ROOS Roosk 292780.5 235598.5
09CREW Crewhill 292209.5 238893.5
09MOYC Moyclare 292710 240221.5
09MOYG Moygaddy 294964.5 239570
(3) Total Modelled Watercourse Length: 22.9 km (approx.)
(4) 1D Domain only Watercourse Length: 0.5 km
(approx.)
(5) 1D-2D Domain
Watercourse Length:
22.4 km
(approx.)
(6) 2D Domain Mesh Type / Resolution / Area: Rectangular / 5 metres
72.6 km2 (approx.)
(7) 2D Domain Model Extent:
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Figure 4.18.3: 2D Model Grid
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Figure 4.18.4 2D Model Grid AFA Detail
Figure 4.18.3 and Figure 4.18.4 illustrate the modelled extents and the general topography of the
catchments.
Figure 4.18.5 shows an overview drawing of the model schematisation. Figure 4.18.6 to Figure 4.18.11
show detailed views. The overview diagram covers the model extents, showing the surveyed cross-
section locations, AFA boundary and river centre line. It also shows the area covered by the 2D model
domain. The detailed areas are provided where there is the most significant risk of flooding. These
diagrams include the surveyed cross-section locations, AFA boundary and river centre. They also show
the location of the critical structures as discussed in Section 4.18.3(1), along with the location and extent
of the links between the 1D and 2D models.
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Figure 4.18.5: Model Schematisation Overview
Figure 4.18.6: Detailed Area of Model Schematisation showing Critical Structures
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Figure 4.18.7: Detailed Area of Model Schematisation showing Critical Structures
Figure 4.18.8: Detailed Area of Model Schematisation showing Critical Structures
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Figure 4.18.9: Detailed Area of Model Schematisation showing Critical Structures
Figure 4.18.10: Detailed Area of Model Schematisation showing Critical Structures
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Figure 4.18.11: Detailed Area of Model Schematisation showing Critical Structures
(8) Survey Information
(a) Survey Folder Structure:
First Level Folder Second Level Folder Third Level Folder
Murphy_E09_M04_WP3_120515_09MILF
Maynooth
Murphy: Surveyor Name
E09: Eastern CFRAM Study Area,
Hydrometric Area 9
M04: Model Number 4
09MILF: River Reference
WP3: Work Package3
Version: Most up to date
120515: Date Issued (15th MAY 2012)
SS 09MILF_V1_Ascii
V1_09MILF_GIS and
Floodplain Photos
Flood_Plane_Photos_and_Sha
pefiles
V2_09MILF_XS
Drawings & PDFs
4163_09MILF_Mill F_V2
Photos (Naming
convention is in the
format of Cross-Section
ID and orientation -
upstream, downstream,
left bank or right bank)
(b) Survey Folder References: Reach ID Name File Ref.
09RYEW Rye Water Murphy_E09_M05_WP3_120607_09RYEW_C
Murphy_E09_M04_WP3_130315_09RYEW_D
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Murphy_E09_M04_WP3_120619_09RYEW_E
Murphy_E09_M03A_WP5_120801_09RYEW_F
09LYRE Lyreen River Murphy_E09_M04_WP3_130315_09LYRE_A
Murphy_E09_M04_WP3_120619_09LYRE_B
09BBRK Ballybrack/ Roestown Murphy_E09_M04_WP3_120619_09BBRK
Murphy_E09_M04_WP3_120629_09ROES_A
Murphy_E09_M04_WP3_120607_09ROES_B
09MILF Mill Race F Murphy_E09_M04_WP3_120515_09MILF
09MILG Mill Race G Murphy_E09_M04_WP3_120515_09MILG
09MILK Mill Race K Murphy_E09_M04_WP3_120515_09MILK
09ROOS Roosk Murphy_E09_M04_WP3_120607_09ROOS
09CREW Crewhill Murphy_E09_M04_WP3_120607_09CREW
09MOYC Moyclare Murphy_E09_M04_WP3_120619_09MOYC
09MOYG Moygaddy Murphy_E09_M04_WP3_120619_09MOYG
(9) Survey Issues:
Initial attempts to calibrate the model to the Maynooth gauging station (09049) suggested an error in the
survey of the weir crest at this gauge. The original survey data received for section 09LYRE00041W
showed that the lowest point of the weir was at the right bank and had a crest level of 46.831mOD Malin.
Photos of the structure at low flow suggested it was a V-shaped structure and the records of EPA who
operate the station state that the lowest point of the crest is 46.691mOD Malin. A request was therefore
made to have this section re-surveyed, and revised data was delivered on 15/03/2013 which stated that
the invert level of the weir crest was 46.685mOD Malin.
A similar issue was experienced at the Anne's Bridge gauging station (09048) where the original survey
data received showed the lowest point of the weir crest 09RYEW00978W at the right bank and at a level
of 50.470mOD Malin. This was in contrast to photos suggesting the structure was V-shaped and EPA
records which state the lowest point of the crest is 50.259mOD Malin. This section was also re-surveyed
and revised data was delivered on 15/03/2013 which stated that the invert level of the weir crest was
50.206mOD Malin.
The 2D domain was derived using Lidar data as described in section 2.2.2, and no localised post-
processing of this data was carried out.
4.18.3 Hydraulic Model Construction
(1) 1D Structures (in-channel along See Appendix A.2
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modelled watercourses): Number of Bridges and Culverts: 63
Number of Weirs: 11
On the Lyreen River, the inverted siphon culvert 09LYRE00314I doesn't have sufficient capacity to convey flow
during flood events of 10% AEP or greater, resulting in widespread out-of-bank flooding and ponding upstream
of the culvert inlet. Refer to Appendix A.3 for further discussion on the complex hydraulic effect of this structure.
The preliminary report review "Lyreen River Flood Relief Scheme" states that an underwater video survey of this
structure was undertaken in 2001. A number of farm posts were lodged in the culvert and a barrel or concrete
pipe could be seen at one location. There were also air pockets in the soffit, however the culvert was reported to
be relatively free of silt. It is not know what the current condition of the structure is. Note the inlet is submerged in
Figure 4.18.12. No surveyed cross-section was taken at the upstream face of this structure, so the location of the
downstream face 09LYRE00311J is shown on Figure 4.18.6.
Figure 4.18.12: Inverted Siphon Culvert 09LYRE00314I
On the Ballybrack/ Roestown tributary, culvert 09ROES00281I and bridge 09ROES00228D do not have
sufficient capacity to convey flow during flood events of 10% AEP or greater, resulting in flooding in the Laragh
area which affects roads and properties.
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Figure 4.18.13: Culvert 09ROES00281I (left) and Bridge 09ROES00228D (right)
On the Roosk watercourse, bridge 09ROOS00203D restricts flow and causes out-of-bank flooding during design
runs of 1% AEP or greater. This flooding affects agricultural land, local roads and a small number of properties.
Figure 4.18.14: Bridge 09ROOS00203D
On the Roosk watercourse, culvert 09ROOS00148I does no't have sufficient capacity to convey flow during
design runs of 1% AEP or greater, resulting in flooding of the Meadowbrook area. Up to approximately 90
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properties in Meadowbrook were found to be at risk during the 0.1% AEP design run.
Figure 4.18.15: Culvert 09ROOS00148I
On the Roosk watercourse, culvert 09ROOS00029I becomes surcharged during design runs of 0.1% AEP,
resulting in the wall defence on both sides of the watercourse upstream being overtopped. This flooding affects
the road at Parson Street, approximately 15-20 properties and a sports ground.
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Figure 4.18.16: Culvert 09ROOS00029I
On the Moyclare tributary, bridge 09MOYC00048D and culvert 09MOYC00023I do not have sufficient capacity to
convey flow during flood events of 10% AEP or greater, resulting in flooding of local roads and agricultural land.
Figure 4.18.17: Bridge 09MOYC00048D (left) and Culvert 09MOYC00023I (right)
The weir 09RYEW00628W at chainage 12997 on the Rye Water restricts outflow from the lake at Carton
Demesne. This flow restriction contributes to significant flooding upstream on the Rye Water during design runs
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of 10% AEP or greater. A total of 9 cross-sections were surveyed between the upstream extent of the lake at
Carton Bridge (09RYEW00723D at chainage 12061) and weir 09RYEW00628W downstream. Given the
relatively high resolution of cross-sections, it was considered appropriate to model the lake as part of the Rye
Water 1D branch. Whilst a higher level of detail could be gained from undertaking a full bathymetric survey of the
lake this process, which involves interpolation between cross-sections, is a suitable methodology for
representing the hydraulic behaviour of the lake.
It should also be noted that the lake was assumed to be full at the start of the model simulation, based on
conditions where all watercourses in the model were set to baseflow.
Figure 4.18.18: Weir 09RYEW00628W
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Figure 4.18.19: Carton Demesne Lake
(2) 1D Structures in the 2D domain
(beyond the modelled watercourses):
None
(3) 2D Model structures: None
(4) Defences:
Type Watercourse Bank Model Start Chainage
(approx.)
Model End Chainage
(approx.)
Formal, Wall Roosk Both 2168 2325
(5) Model Boundaries - Inflows:
Full details of the flow estimates are provided in the Hydrology Report (IBE0600Rp0016_HA09 Hydrology
Report_F01 - Section 4.9 and Appendix D). The boundary conditions implemented in the model are shown as
follows.
Table 4.18.2: Model Boundary Conditions
Weir 09RYEW00628W
Carton Bridge 09RYEW00723D
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Note that Anne's Bridge Gauging station 09048 (adopted as the upstream limit point for this model) is located at
model chainage 9491 on the Rye Water. However, in line with standard modelling practice approximately 2.5km
of additional surveyed watercourse upstream of this point has been incorporated into the model to act as a
'warm-up' area. The inflow hydrograph for HEP 09048_RPS has therefore been input at model chainage 6978 as
this is the upstream model limit of the Rye Water branch. This has no influence on model results as the 'warm-
up' area is not mapped or reported, and model flows at HEP 09048_RPS were checked to ensure no loss of flow
had occurred.
In order to achieve the correct frequency conditions at the downstream checkpoint (09_1260_4_RPS), the input
hydrograph timings were altered, as per guidance in FSU WP3.4. Initial model runs considered the hydrograph
peaks from the Rye Water and Lyreen catchments occurring at the same time e.g. a 1% AEP flood event in both
catchments coinciding. These conditions resulted in the model flow at the downstream checkpoint
09_1260_4_RPS being considerably higher than the hydrological estimate as the flood frequency of this joint
condition is considerably more extreme than 1% AEP. The timing of the Rye Water and Lyreen catchment inputs
were therefore adjusted in order to create accurate flood frequency conditions at the downstream checkpoint
based on the joint probability of the two catchments. This involved delaying every input except the upstream and
lateral inflows to the Rye Water (09049_RPS and lateral inflow between 09049_RPS & 09_1260_4_RPS). Due
to the nature of the flood frequency conditions between the Rye Water and Lyreen catchments, the time the
Lyreen catchment inputs were delayed for increased as the flood frequency decreased.
Figure 4.18.20 provides an example of the associated upstream hydrographs on the Rye Water and Lyreen
River at HEPs 09048_RPS and 09_1452_2_RPS respectively during a 1% AEP design run.
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Figure 4.18.20: Inflow hydrograph at HEPs 09048_RPS and 09_1452_2_RPS during 1% AEP design run
(6) Model Boundaries –
Downstream Conditions:
A Q-h relationship boundary was applied at the downstream model extent of the
Rye Water (chainage 15883.462). This relationship is based on critical flow
conditions at this location, and is plotted below.
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Figure 4.18.21: Q-h relationship at Rye Water Ch. 15883
(7) Model Roughness: (see Section 3.5.1 'Roughness Coefficients')
(a) In-Bank (1D Domain) Minimum 'n' value: 0.021 Maximum 'n' value: 0.100
(b) MPW Out-of-Bank (1D) Minimum 'n' value: 0.045 Maximum 'n' value: 0.060
(c) MPW/HPW Out-of-Bank
(2D)
Minimum 'n' value: 0.013
(Inverse of Manning's 'M')
Maximum 'n' value: 0.065
(Inverse of Manning's 'M')
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Figure 4.18.22: Map of 2D Roughness (Manning's n)
This map illustrates the roughness values applied within the 2D domain of the model. Roughness in the 2D
domain was applied based on land type areas defined in the Corine Land Cover Map with representative
roughness values associated with each of the land cover classes in the dataset.
(d) Examples of In-Bank Roughness Coefficients
Lyreen River - 09LYRE00120_DN Rye Water - 09RYEW00742_DN
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Figure 4.18.23: 09LYRE00120_DN
Manning's n = 0.035
Natural stream - clean, straight, some stones and
weeds.
Figure 4.18.24: 09RYEW00742_DN
Manning's n = 0.030
Natural stream - clean, straight, full stage, no rifts or
deep pools.
Ballybrack/ Roestown - 09BBRK00021_UP
Figure 4.18.25: 09BBRK00021_UP
Manning's n = 0.050
Natural stream - clean, winding, notable stones and
weeds.
Crewhill - 09CREW00032_DN
Figure 4.18.26: 09CREW00032_DN
Manning's n = 0.035
Natural stream - clean, straight, some stones and
weeds.
4.18.4 Sensitivity Analysis
To be completed at Final version.
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4.18.5 Hydraulic Model Calibration and Verification
(1) Key Historical Floods (from IBE0600Rp0008_HA09 Inception Report_F02 unless otherwise specified):
Aug 2008. The historical data indicated that flooding occurred in Co. Kildare in August 2008 as a
result of heavy and prolonged rainfall. No details were available relating to any damage
caused in Maynooth as a result of the August 2008 flood event. The daily mean flow rate of
the River Lyreen (as per http://hydronet.epa.ie) was measured to be 49m3/s at Maynooth
Hydrometric Station, and is also the maximum daily mean flow rate on record for the River
Lyreen at this location. This measurement should be treated with caution however, as this
is well beyond the useable rating for this station.
An analysis of significant flood events at gauging stations 09048 and 09049 was
undertaken as part of the CFRAM study and a summary of the results can be found in
IBE0600Rp0008_HA09 Inception Report_F02 Section 4.4.3. The flood event in August
2008 was estimated at approximately 5-6.67% AEP at 09048 Anne's Bridge, and
approximately 6.67-10% AEP at 09049 Maynooth.
Design rainfall frequency was estimated using the FSU Depth Duration Frequency model
(FSU WP 1.2 ‘Estimation of Point Rainfall Frequencies’). The closest rainfall gauge with
data available for this event is Leixlip (Gen.Stn) daily station (approximately 6km
downstream of the AFA). Recordings from this station indicate that 87.4mm of rain fell on
the 9th August 2008, equating to a rainfall event of approximately 1.2% AEP. As this gauge
is not located within the AFA extents and only has a data recording resolution of 24 hours,
this rainfall frequency should be treated with caution. It does however provide support for
the estimated flood event frequency of 5-10% AEP derived from the analyses of significant
flood events at gauging stations 09048 and 09049. It should also be noted that a total of
151.8mm of rain was recorded between the 9-16th August, and it can be seen from gauge
records that multiple significant events occurred during this period.
The maximum observed water level at gauging station 09049 Maynooth on the Lyreen
River during the flood event of August 2008 equated to 48.279mOD Malin according to
gauge records. The maximum modelled water levels measured at chainage 3896 on the
Lyreen River (representing gauging station 09049) during the 10% and 1% AEP design
runs were 48.133mOD Malin and 48.514mOD Malin respectively. The observed
hydrograph from this event is plotted in Figure 4.18.27, along with the modelled
hydrographs from the 10% and 1% AEP design runs. The model shows good calibration at
this point, as the flood event frequency was estimated at approximately 6.67-10% AEP
from gauge records and the observed peak water level is between the 10% and 1% AEP
design run peak water levels. It can be seen from Figure 4.18.27 that the observed and
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modelled hydrographs are similar in terms of shape and time-to-peak, providing further
verification for the model results.
Figure 4.18.27: Observed and modelled hydrographs at gauging station 09049
Maynooth
The maximum observed water level at gauging station 09048 Anne's Bridge on the Rye
Water during the flood event of August 2008 equated to 51.901mOD Malin. The maximum
modelled water levels measured at chainage 9482 on the Rye Water (representing
gauging station 09048) during the 10% and 1% AEP design runs were 51.940mOD Malin
and 52.124mOD Malin respectively. The observed hydrograph from this event is plotted in
Figure 4.18.28, along with the modelled hydrographs from the 10% and 1% AEP design
runs. The AEP of this flood event was originally estimated at approximately 5-6.67%, so
the levels shown in the model are slightly high. Confidence in the estimated flood
frequency is low however and the event may be overestimated due to the relatively short
period of data available. It is reasonable to expect that the AEP of this flood event may
have been approximately 10% on the Rye Water catchment, as displayed by the model, so
reasonable model verification has been achieved. It can also be seen from Figure 4.18.28
that the observed and modelled hydrographs are similar in terms of shape and time-to-
peak, providing further verification for the model results.
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Figure 4.18.28: Observed and modelled hydrographs at gauging station 09048
Anne's Bridge
Nov 2002. Widespread flooding occurred in mid November 2002 as a result of heavy and prolonged
rainfall. Flooding was severe in some parts as the catchments were already somewhat
saturated, following high levels of rainfall in October and early November. The total rainfall
depth measured at Dublin Airport during this event was 87mm, while 72mm of rainfall was
recorded at Casement.
Maynooth experienced flooding in many parts as a result of the heavy rainfall in November
2002. A ditch on Moyglare Road was blocked and flooded, as was a pipe on Laurence's
Avenue. Some roads flooded including the N4/M4, Moyglare Road, Dunboyne Road,
Kilcock Road and Laurence's Avenue. Sandbags were distributed throughout the area
thereby reducing the damage caused to houses.
The analysis of significant flood events at gauging stations 09048 and 09049 estimated the
flood event in November 2002 at approximately 50% AEP at both locations. There is
considerable uncertainty in these values however as both recorders failed during this
event, so the peak water level and flow was not captured. Data from these gauging
stations was therefore not used for model calibration or verification for this event.
Design rainfall frequency was estimated using the closest rainfall gauge with data available
for this event. This was Leixlip (Gen.Stn) daily station (approximately 6km downstream of
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the AFA). Recordings from this station indicate that 74.0mm of rain fell between the 13-14th
November 2002, equating to a rainfall event of approximately 6-7.5% AEP.
The reports of flooding at the Moyglare Road, Dunboyne Road and Laurence's Avenue all
refer to flooding from pluvial sources, and are therefore not suitable for model calibration.
Flooding occurs within the model on the Kilcock Road during design runs of 1% AEP or
greater, as shown in Figure 4.18.29 below. It is unlikely that this flood event had a
frequency as severe as 1% AEP, however the document which reports flooding at this
location (Maynooth Area Engineer Meeting - Minutes) suggests that remedial work has
been carried out further altering the validity of this event for model calibration.
Figure 4.18.29: Kilcock Road Flooding
The exact location of flooding of the N4/M4 during this event is not specified. Flooding was
only found to occur on the N4/M4 during model design runs of 1% AEP or greater, and this
flood event is not considered to be of that magnitude. It is likely that flooding occurred on
this motorway due to drainage design capacity being unable to cope with the intense
rainfall associated with this event, therefore this flooding would not be represented by the
model. Data from this flood event was therefore not used for model calibration or
verification.
Nov 2000. Extensive flooding occurred throughout large parts of Dublin and Kildare in November
2000 as a result of heavy rainfall, high tides and strong winds.
Kilcock Road Flooding
Lyreen River
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The high levels of rainfall adversely affected Maynooth in November 2000 causing the
Royal Canal, Meadowbank Stream and Lyreen River to burst their banks. The lack of
capacity of the Railway Culvert on the Lyreen River caused the Treadstown Road, Railway
Line (at Jackson's Bridge) and surrounding lands to flood. Lands adjacent to the Ryewater
River were also flooded. Damage to houses was limited through the distribution of
sandbags which were used to divert floodwaters. However, flooding did occur in
Meadowbrook estate with approximately 40 houses affected and also on Parson Street
where eight houses were flooded. The N4 and Clane-Maynooth road were closed due to
the floods, as were many streets in the Maynooth area and a local pumping station was
also inundated by floodwaters. No details were available on return period or flows for this
flood event.
Design rainfall frequency was estimated for this event in the absence of hydrometric data
as both gauging stations 09048 and 09049 were installed in 2001. Leixlip (Gen.Stn) daily
station (approximately 6km downstream of the AFA) recorded 102.6mm of rain between
the 5-6th November 2000, equating to a rainfall event of approximately 1.3-1.7% AEP.
Barrockstown daily station (approximately 3km North of the AFA) also has data available
for this flood event, recording 87.8mm of rain between the 5-6th November 2000. This
equated to a rainfall event of approximately 1.6-2.1% AEP.
Aerial photos from this event are available and these have been used for model verification
where possible. The location of a number of photos could not be established. A
comparison of model results and these photos is shown below. Overall good model
verification was achieved as the flood extents seen in the photos was generally between
the model 1% and 10% AEP design run extents. One notable exception to this is in the
Meadowbrook area, where flooding was found to occur in the model during design runs of
1% AEP or greater. Newspaper articles suggest that the M4 motorway drains to this
stream, and that this was a major factor contributing to the severe flooding in November
2000. The flooding in this area is therefore partly due to a pluvial source, so it is expected
that the model flood extents would not be as severe.
The Roosk tributary that runs through the Meadowbrook area also appears to have been
altered since November 2000. It can be seen in Figure 4.18.33 that new roads have been
constructed in this area, and this has required the construction of culverts to accommodate
these works. It is not known what consideration was made to the existing watercourse
during these plans, and if any remedial works were carried out.
Parson Street, as shown in Figure 4.18.33, was reported to have flooded, with 8 adjacent
properties affected. The wall adjacent to the Roosk watercourse at Parson Street was
found to have a SoP of 1% AEP, so flooding in this area was only found to occur during
defended design runs of 0.1% AEP. The modelled extent of the benefitting area from this
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defence is similar to the observed flood extent from November 2000 however, as shown in
Figure 4.18.34. No information is available regarding the effectiveness of this defence
during this event, but it is possible that a breach may have occurred. As this information is
not known, this cannot be used for model calibration, however it does provide limited
qualitative support for the model results.
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Figure 4.18.30: Flooding at Rye Water/ Lyreen Confluence
Figure 4.18.31: Flooding at Carton Estate
Direction of photo
Fish Farm
Direction of photo
Direction of photo
Figure 4.18.32
Direction of photo
Figure 4.18.33
Roosk tributary
Rye Water
Lyreen River
Rye Water
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Figure 4.18.32: Flooding at Meadowbrook
Figure 4.18.33: Flooding downstream at Meadowbrook
Area with new road alignment
Parson Street
Sports ground
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Figure 4.18.34: Benefitting Area at Parson Street
Direction of photo
Lyreen River
Ballybrack/ Roestown Jackson's Bridge
Railway/canal culvert
09RYEW00314I
Direction of photo
Figure 4.18.33
Parson Street
Sports ground
09ROOS00029I
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Figure 4.18.35: Flooding at Jackson's Bridge
Figure 4.18.36: Flooding on the upper Lyreen
Jun 1993. Widespread flooding occurred across Dublin, Kildare and Wicklow as a result of prolonged
rainfall beginning on Friday 11th June and lasting for over two days.
In the Maynooth area, a culvert on the Lyreen River near Jackson's Bridge (crossing under
railway line and Royal Canal) lacked capacity and caused flooding of farmland both
upstream and downstream of the culvert. No additional information was provided, however
photographs from this event are available in the report "Lyreen River Flood Relief Scheme"
displaying the extent of the flooding.
Design rainfall frequency was estimated for this event in the absence of hydrometric data
(as gauging stations 09048 and 09049 were both installed in 2001). Leixlip (Gen.Stn) daily
station (approximately 6km downstream of the AFA) recorded 79.8mm of rain between the
10-11th June 1993, equating to a rainfall event of approximately 4.1-5.4% AEP.
Direction of photo
Lyreen River
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The quality of photographs provided for this event is poor, and quantitative calibration is
not possible. The two photographs shown in Figure 4.18.37 below were originally
captioned as "Flooding in fields and passageway south-west of Jackson's Bridge" and
"Flooding immediately upstream of railway/canal culvert" in the "Lyreen River Flood Relief
Scheme" report. Although the exact extent cannot be compared, it can be seen in Figure
4.18.35 that widespread flooding occurs in the area described even during the 10% AEP
model design run, so good qualitative support for the model results has been achieved.
Figure 4.18.37: Flooding upstream of the railway/canal culvert on the Lyreen River
Nov 1965. The historical data indicated that severe flooding occurred in November 1965 following
three days of torrential rain.
The historical review indicated that a number of houses were flooded in Maynooth as a
result of the rainfall; however there is no indication of the exact quantity or location of such
houses.
Design rainfall frequency was estimated for this event in the absence of hydrometric data
(as gauging stations 09048 and 09049 were both installed in 2001). Leixlip (Gen.Stn) daily
station (approximately 6km downstream of the AFA) recorded 81.7mm of rain between the
16-18th November 1965, equating to a rainfall event of approximately 6.2-7.6% AEP.
As there is no further data available relating to the flood extents and damage caused by
this event, it was not considered suitable for calibration.
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Summary of Calibration
The two hydrometric gauges within the model extent were both installed relatively recently, and therefore only
have reliable ratings for low flows. An analysis of significant flood events at each of these stations was
undertaken in order to quantify the flood events of August 2008 and November 2002, however these values
should be treated with caution due to the low number of events available for analysis.
Data from daily rainfall stations was also used to estimate the rainfall event return period using the FSU for
each historical event. Data was available at Leixlip (Gen.Stn) daily station for every flood event, and
Barrockstown daily station also had data available for the November 2000 event.
Model flows were checked against the estimated flows at HEP check points where possible to ensure they were
within an acceptable range. For example at HEP 09_1260_4_RPS, the estimated flow during the 1% AEP event
was 65.93m3/s and the modelled flow was 66.68m3/s. Full flow tables can be found in Appendix A.3.
A mass balance check has been carried out on the model to make sure that the total volume of water entering
and leaving the model at the upstream and downstream boundaries balances the quantity of water remaining in
the model domain at the end of a simulation. Refer to Chapter 3.11 for details of acceptable limits. The mass
error in the 1% AEP design run was found to be -1.38%, so the Maynooth model is considered to be robust and
stable.
The data available for historical flood events at Maynooth was generally good, and included a significant
number of aerial photographs taken shortly after the flood event in November 2000. This data was used to
provide good qualitative support for the model results. The model Q-h relationship was also calibrated to the
rating curves at hydrometric gauges 09048 and 09049, although it should be noted that these ratings are only
valid for low flows. Overall the model is performing well for design event simulation and is supported by historic
and hydrometric information.
(2) Post Public Consultation Updates:
At a draft flood mapping workshop held on 16/04/2014, Local Authorities suggested that the modelled flood
outlines were representative.
All recorded comments were investigated following informal public consultation and formal S.I. public
consultation periods in 2015, however no model updates were required for Final issue.
(3) Standard of Protection of Existing Formal Defences:
Defence
Reference
Type Watercourse Bank Modelled
Standard of
Protection (AEP)
1 Wall Roosk Both 1%
Figure 4.18.38 shows the location of all defences within the Maynooth AFA.
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Figure 4.18.38: Maynooth AFA Defences
It can be seen in Figure 4.18.34 that the wall (Reference 1) offers protection to Parson Street and approximately
15-20 properties in the surrounding area. The sports ground adjacent to the Roosk tributary also benefits from
this defence. This wall has a modelled SoP of 1% AEP.
(4) Gauging Stations:
There are two gauging stations within the model extent, Anne's Bridge (09048) and Maynooth (09049) as
shown in Figure 4.18.39. Both stations are automatic data loggers with water level and flow data available at 15
minute intervals. Station 09048 was installed in May 2001 and station 09049 was installed in July 2001, and
both stations have data available up to May 2011. Station 09048 is located on the Rye Water and the estimated
flow at this point is used at the upstream extent of the model. Station 09049 is located on the Lyreen River,
approximately 400m upstream of its confluence with the Rye Water.
1
Roosk
Lyreen
Mill Race F
Royal Canal
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Figure 4.18.39: Gauging Station locations within the Maynooth AFA
(a) Anne's Bridge (09048)
The rating for this gauging station is for low flows only (less than 2.5 m3/s) and is therefore uncertain for flood
flows. The rating is significantly less than the estimated Qmed of 16.96 m3/s. The survey provides a cross-section
at the gauge location - comparing the modelled Q-h relationship and the rating curve, as shown in Figure
4.18.40, it can be seen that reasonable model calibration to the existing rating curve has been achieved and the
two curves are within 200 mm of each other as required in the Project Brief for HPWs. It should be noted that a
Manning's n value of 0.011 at the weir was required in order to produce the Q-h relationship shown below. This
value is within the realistic range for this type of section i.e. concrete lined, but is at the lower end of the range.
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Figure 4.18.40: Comparison of EPA rating curve with RPS Q-h relationship at Anne's Bridge gauging
station (09048)
(b) Maynooth (09049)
The rating for this gauging station is for low flows only (less than 5.2 m3/s) and is therefore uncertain for flood
flows. The rating is significantly less than the estimated Qmed of 12.40 m3/s. There were no spot gaugings
available at this station. The survey provides a cross-section at the gauge location - comparing the modelled Q-
h relationship and the rating curve, as shown in Figure 4.18.41, it can be seen that reasonable model calibration
to the existing rating curve has been achieved and the two curves are within 200 mm of each other as required
in the Project Brief for HPWs. It should be noted that a Manning's n value of 0.011 at the weir was required in
order to produce the Q-h relationship shown below. This value is within the realistic range for this type of
section i.e. concrete lined, but is at the lower end of the range.
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Figure 4.18.41: Comparison of EPA rating curve with RPS Q-h relationship at Maynooth gauging station
(09049)
(5) Other Information:
(a) Maynooth Area Engineer Meeting - Minutes (2005) - Meeting with the Maynooth Area Engineer identifying
areas which are prone to flooding.
'Greenfield: Meadowbrook River overflowed its banks in November 2000. M4 motorway blocked.' - Flooding
from this tributary was only found to occur during design runs of 1% AEP or greater, as shown in Figure
4.18.32. As discussed earlier, there is a drainage issue from the M4 at this location and remedial works have
been carried out on this watercourse, so this information is not suitable for calibration.
'Ballycurraghan: River overflows bank after heavy rain every year' - The Ballybrack/ Roestown tributary was
found to flood during 10% AEP model design runs, as shown in Figure 4.18.42. This is consistent with the data
provided, so good qualitative support for the model results was achieved.
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Figure 4.18.42: Flooding in the Ballcurraghan and Laragh areas
The other comments in this report are specific to the flood event in November 2002 and have been addressed
in section 4.18.5(1).
(b) Clane Area Engineer Meeting - Minutes (2005) - Meeting with the Clane Area Engineer identifying areas
which are prone to flooding.
'Laragh: Stream overflows its banks after heavy rain every year. Road is liable to flood.' - This area was found
to flood during design runs of 10% AEP or greater, as shown in Figure 4.18.42. This is consistent with the data
provided, so good qualitative support for the model results was achieved.
4.18.6 Hydraulic Model Assumptions, Limitations and Handover Notes
(1) Hydraulic Model Assumptions:
(a) The in-channel roughness coefficients were selected based on normal bounds using photographs
delivered as part of the channel and structure survey - it is considered that the final selected values are
representative.
(b) The hydrological inputs had to be edited in order to achieve the correct frequency conditions at the
downstream checkpoint, as per guidance in FSU WP3.4. This is discussed further in section 4.18.3(5).
(c) The upstream face of the Railway/ Canal culvert (09RYEW00314I) could not be surveyed as there
Road flooding
Ballycurraghan Ballybrack/ Roestown
09ROES00228D
09ROES00281I
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was no access because of the railway line. This culvert was therefore modelled based on the downstream
surveyed dimensions and it was assumed that these were representative.
(d) No information regarding the Royal Canal was provided, and as no inlet/outfall positions were
recorded in the survey data it was assumed that the Royal Canal is hydraulically separate from the
modelled watercourses in Maynooth. No allowance for the Canal was made in the design hydrology. It
was therefore considered unrealistic to include the Royal Canal Arch of Jackson's Bridge
(09ROES00012D at chainage 6497 on the Ballybrack/ Roestown tributary, as shown in Figure 4.18.35), so
only the two main arches and the railway arch were included in the model. A survey drawing of this
structure is shown in Figure 4.18.43.
Figure 4.18.43: Survey drawing of 09ROES00012D Jackson's Bridge
(e) The bridges 09RYEW00267D and 09RYEW00266D on the Rye Water were modelled as a single
structure due to their close proximity and similar characteristics. This achieved greater model stability and
did not affect model results. This was also carried out with structures 09RYEW00237D and
09RYEW00236I on the Rye Water.
(f) The bridge 09MOYC00027D on Moyclare was not included in the model as this structure was not
found to cause a restriction to flow during any model design run, and greater model stability was achieved
through its omission.
(g) The bridge 09MILF00033D on Mill Race F was not included in the model as this structure was not
found to cause a restriction to flow during any model design run, and greater model stability was achieved
through its omission.
(h) The footbridge 09RYEW00629D on the Rye Water was not included in the model. An initial
assessment concluded that this bridge has very little hydraulic impact upon the flow regime, and the
bridge is located immediately upstream of weir 09RYEW00628W. It was not possible to integrate both
structures into the model and achieve good stability, and as the weir is more critical it was decided to omit
the bridge from the model.
(2) Hydraulic Model Limitations and Parameters:
(a) A grid resolution of 5 metres has been selected for the 2D domain. This cell size enables areas of
interest to be modelled in sufficient detail, whilst still retaining good computational performance of the
model.
Two Main Arches
Railway Arch
Royal Canal Arch
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(b) There is a minor instability at bridge 09RYEW01011D at chainage 9185 on the Rye Water which
occurs on the receding limb of the flow hydrograph. It was not possible to eradicate this instability so a
review of its significance was undertaken. This instability occurs when the water level is in-bank and does
not cause erroneous out-of-bank flooding. As it occurs on the receding limb of the hydrograph it does not
affect the estimation of peak water levels or flows. It is also located on the 'warm-up' section of the Rye
Water, and as this section of the model is not used for design flood estimation its significance is low. In
addition, the mass error of the model is low, further supporting the conclusion that this instability is minor.
A plot of the flow and water level hydrographs at this point during the 0.1% AEP design run is shown in
Figure 4.18.44. It can be seen from this plot that the water level and discharge profiles are stable at the
peak, and while the discharge flickers sharply in the range of ±20m3/s, the maximum effect this has on
water level is ±100mm.
Figure 4.18.44: Water Level and Discharge profiles at Rye Water Ch. 9185 during 0.1% AEP design
run
Hydraulic Model Parameters:
MIKE 11
Timestep (seconds) 2
Wave Approximation High Order Fully Dynamic
Delta 0.85
MIKE 21
Timestep (seconds) 2
Drying / Flooding depths (metres) 0.02 / 0.03
Eddy Viscosity (and type) 0.25 (Flux based)
MIKE FLOOD
Discharge
Water Level
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Link Exponential Smoothing Factor
(where non-default value used)
Rye Water, Ch 8876 - Ch 9391: 0.8
Rye Water, Ch 14474 - Ch 15174: 0.8
Lyreen, Ch 695 - Ch 1188: 0.8
Mill Race F, Ch 0 - Ch 1130: 0.8
Lateral Length Depth Tolerance (m)
(where non-default value used)
Rye Water, Ch 8876 - Ch 9391: 0.2
Rye Water, Ch 14474 - Ch 15174: 0.2
Lyreen, Ch 695 - Ch 1188: 0.2
(3) Design Event Runs & Hydraulic Model Handover Notes:
(a) The Cross-section and Network files are identical for all design run simulations. The parameters within
the HD parameter file are also identical.
(b) The hydrological inputs for the Lyreen catchment were delayed in every design run in order to achieve
the correct flood frequency conditions at the downstream checkpoint 09_1260_4_RPS as per guidance in
FSU WP3.4. Due to the nature of the flood frequency conditions between the two catchments, the time the
Lyreen catchment inputs were delayed for increased as the flood frequency decreased. As a result the
simulation times for each design run scenario are not identical.
(c) A hot start file has been used in the 1D model component during all design runs. This hotstart file
simulates baseflow conditions in all watercourses within the Maynooth model.
(d) Global surface elevation initial conditions of 0mOD Malin in the 2D domain have been used during all
design runs. As the minimum topographical level in the 2D domain is greater than 36mOD Malin, these
initial conditions mean the 2D domain is fully dry at the start of the simulation.
(e) The Railway/ Canal culvert on the Lyreen River (09LYRE00314I) was found to become surcharged
during design runs of 10% AEP or greater, resulting in severe flooding upstream as shown in Figure
4.18.35. This inverted siphon culvert lacks capacity, which causes both the Lyreen and Ballybrack/
Roestown channels to back-up upstream. A large area of agricultural land is affected, along with
approximately 5 properties and a local road. Flood depths in this area can reach over 2.2m during design
runs of 0.1% AEP and this land was found to remain flooded for approximately 3 days due to culvert
09LYRE00314I restricting flood waters from receding. The M4 motorway was also found to flood during
design runs of 1% AEP or greater. The large afflux of this culvert and its impact on peak water levels
upstream on the Lyreen River can be seen in Figure 4.18.53 in Appendix A.2.
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Figure 4.18.45: Flooding due to Inverted Siphon Culvert 09RYEW00314I
(f) Flooding was found to occur at numerous locations on the Ballybrack/ Roestown tributary during
design runs of 1% AEP or greater due to insufficient channel capacity, as shown on Page 11 of the Draft
Final Extent Maps E09MAY_EXFCD001_010_100_C0. Flooding was also found to occur in the
Ballycurraghan and Laragh areas during 10% AEP design runs due to insufficient capacity of culverts
09ROES00281I and 09ROES00228D, as shown in Figure 4.18.42. This flooding affects agricultural land,
a local road and approximately 2-5 properties.
(g) Flooding was found to occur on the upper section of the Roosk tributary during design runs of 1% AEP
or greater due to insufficient capacity of bridge 09ROOS00203D. This flooding affects agricultural land,
local roads and approximately 2-5 properties, as shown in Figure 4.18.46.
09RYEW00314I
Alternative flow path
along canal
Lyreen
Ballybrack/ Roestown
Mill Race F
Road flooding
M4
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Figure 4.18.46: Flooding on the upper Roosk tributary
(h) Flooding in the Meadowbrook area was found to occur during design runs of 1% AEP or greater, as
shown in Figure 4.18.47. The main cause of this flooding is insufficient capacity of culvert 09ROOS00148I,
however the Roosk tributary that runs through this area is heavily culverted, so may be prone to blockage.
There have also been historical issues in this area attributed to surface drainage from the M4 discharging
to this watercourse, therefore exacerbating the flood extents. Up to approximately 90 properties in the
Meadowbrook area were found to be at risk during the 0.1% AEP design run.
09ROOS00203D
Roosk
M4
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Figure 4.18.47: Flooding in the Meadowbrook area
(i) Flooding was found to occur at Parson Street during design runs of 0.1% AEP as shown in Figure
4.18.34. This is due to culvert 09ROOS00029I becoming surcharged during this scenario, resulting in the
wall defence on both sides of the watercourse upstream being overtopped. This flooding affects the road
at Parson Street, approximately 15-20 properties and a sports ground.
(j) Considerable flooding was found to occur from the Moyclare watercourse during design runs of 10%
AEP or greater, as shown in Figure 4.18.48. This flooding was found to affect local roads and agricultural
land, but properties were not found to be at risk. The main cause of this flooding was insufficient capacity
in structures 09MOYC00048D and 09MOYC00023I.
09ROOS00148I
Meadowbrook
Roosk
M4
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Figure 4.18.48: Flooding from the Moyclare watercourse
(k) The capacity of the Moygaddy watercourse channel was found to be insufficient to convey the 10%
AEP design flow without flooding of agricultural land occurring, especially close to its confluence with the
Rye Water. A local road was also found to be affected during flood events of 1% AEP or greater. No
properties were found to be at risk due to flooding from this watercourse.
Moyclare
Rye Water
09MOYC00048D
09MOYC00023I
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Figure 4.18.49: Flooding from the Moygaddy watercourse
(l) Widespread flooding of land adjacent to the Rye Water channel was found to occur due to insufficient
channel capacity. Flooding was found to occur from both banks and was most prevalent during design
runs of 1% AEP or greater, but was still substantial during the 10% AEP design run as shown in Figure
4.18.50 and Figure 4.18.51. The main receptor to the flooding is agricultural land, although one local road
was also found to flood. One property was found to be affected during the 10% AEP design run, and up to
4 additional properties are affected during design runs of 0.1% AEP. The weir 09RYEW00628W is a
significant structure as it restricts the outflow from the lake at Carton Demesne. This restriction contributes
considerably to the widespread flooding upstream. The impact this weir has on peak water levels in the
lake at Carton Demesne and further upstream on the Rye Water is shown in Figure 4.18.52 in Appendix
A.2.
Moygaddy
Rye Water
Road flooding
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Figure 4.18.50: Flooding from the upper Rye Water
Rye Water
Rye Water
Lyreen
Moyclare
Moygaddy
Road flooding
Carton Demesne lake
09RYEW00628W
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Figure 4.18.51: Flooding from the lower Rye Water
(4) Hydraulic Model Deliverables:
Please see Appendix A.4 for a list of all model files provided with this report.
(5) Quality Assurance:
Model Constructed by:
Model Reviewed by:
Model Approved by:
David Irwin
Stephen Patterson
Malcolm Brian
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APPENDIX A.1
Structure Details – Bridges and Culverts
RIVER BRANCH CHAINAGE ID LENGTH
(m) OPENING
SHAPE HEIGHT (m) WIDTH (m)
SPRING HEIGHT FROM
INVERT (m)
MANNING'S N
CREWHILL TRIB 761.3 09CREW00111D 4.2 Arch 0.54 0.58 0.26 0.023
CREWHILL TRIB 1194.2 09CREW00073I 85.4 Circular 0.6 N/A N/A 0.013
CREWHILL TRIB* 1365.0 09CREW00053I 89.0 Circular 0.6 N/A N/A 0.013
CREWHILL TRIB 1531.3 09CREW00036I 32.6 Circular x2 0.55 N/A N/A 0.020
CREWHILL TRIB 1628.6 09CREW00026I 2.6 Irregular 0.54 0.46 N/A 0.033
ROOSK TRIB 351.7 09ROOS00227D 3.4 Arch 1.68 1.76 1 0.023
ROOSK TRIB 585.6 09ROOS00203D 3.4 Arch 1.93 1.74 1.3 0.025
ROOSK TRIB 973.9 09ROOS00170I 59.6 Irregular 1.69 3.32 N/A 0.013
ROOSK TRIB 1132.6 09ROOS00148I 13.5 Irregular 1.47 2.97 N/A 0.013
ROOSK TRIB 1184.0 09ROOS00143D 3.9 Arch 1.21 2.62 0.97 0.023
ROOSK TRIB 1205.5 09ROOS00141I 11.7 Circular x3 1.5 N/A N/A 0.013
ROOSK TRIB* 1269.5 09ROOS00134I 116.4 Circular
x3/
Irregular
1.40, 1.57 N/A, 3.03 N/A 0.013
ROOSK TRIB 1420.5 09ROOS00119D 3.7 Arch 1.18 2.48 0.8 0.023
ROOSK TRIB 1446.5 09ROOS00117I 12.3 Irregular 1.44 2.91 N/A 0.013
ROOSK TRIB 1517.8 09ROOS00110I 11.4 Irregular 1.49 3 N/A 0.013
ROOSK TRIB* 1652.0 09ROOS00096I 510.0 Irregular 1.89 2.93 N/A 0.013
ROOSK TRIB 2334.5 09ROOS00029I 18.2 Arch 1.72 3.19 1 0.025
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ROOSK TRIB 2408.0 09ROOS00021 2.0 Arch x2 1.51, 1.77 1.55, 1.47 0.79, 1.37 0.025
ROOSK TRIB 2408.0 09ROOS00020D 2.5 Arch 1.26 2.71 0.86 0.025
ROOSK TRIB 2427.0 09ROOS00019I 16.1 Arch 1.48 3.07 0.77 0.025
ROOSK TRIB 2485.0 09ROOS00012D 3.5 Arch 1.43 2.68 0.87 0.025
ROOSK TRIB 2517.0 09ROOS00009D 10.5 Arch 2.77 2.59 1.42 0.020
MILL RACE F TRIB 115.0 09MILF00102D 6.9 Arch 1.03 0.85 0.76 0.023
MILL RACE F TRIB 128.0 09MILF00101D 5.5 Irregular 2.97 4.6 N/A 0.013
MILL RACE F TRIB 856.0 09MILF00030D 6.3 Irregular 2.85 16.2 N/A 0.020
BALLYBRACK/ROESTOWN
TRIB
2994.9 09ROES00366D 9.2 Irregular
x2
0.93, 1.18 0.51, 0.54 N/A 0.025
BALLYBRACK/ROESTOWN
TRIB
3829.0 09ROES00281I 4.8 Irregular 1.81 1.16 0.020
BALLYBRACK/ROESTOWN
TRIB*
3871.1 09ROES00276I 262.4 Circular 1.15-0.9 N/A N/A 0.013
BALLYBRACK/ROESTOWN
TRIB
4198.7 09ROES00244I 6.7 Circular 1.2 N/A N/A 0.013
BALLYBRACK/ROESTOWN
TRIB
4355.4 09ROES00228D 9.6 Circular 1 N/A N/A 0.023
BALLYBRACK/ROESTOWN
TRIB
4882.2 09ROES00174I 49.5 Arch 2.42 3.55 0.76 0.019
BALLYBRACK/ROESTOWN
TRIB
6433.2 09ROES00019D 6.7 Arch 1.3 3.12 0.76 0.023
BALLYBRACK/ROESTOWN
TRIB
6497.2 09ROES00012D 6.7 Arch x3 4.3, 5.3, 6.4 9.3, 4.7, 4.7 1.7, 3.4, 4.4 0.025
LYREEN RIVER 70.5 09LYRE00425I 25.3 Arch 2.52 3.53 0.95 0.019
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LYREEN RIVER 314.7 09LYRE00403I 46.8 Arch 2.34 3.21 0.93 0.019
LYREEN RIVER 675.9 09LYRE00367I 38.2 Arch 2.34 4.1 0.34 0.019
LYREEN RIVER 1177.5 09LYRE00314D 7.5 Irregular 2.06 6.06 N/A 0.025
LYREEN RIVER 1204.1 09LYRE00314I 28.2 Irregular 1.68 2.02 N/A 0.025
LYREEN RIVER 1650.4 09LYRE00266D
edit
16.5 Arch x2 1.84 (x2) 2.24, 2.58 1.05, 0.98 0.025
LYREEN RIVER 1956.0 09LYRE00237D
edit
17.9 Irregular 1.93 6.63 N/A 0.020
LYREEN RIVER 2452.6 09LYRE00190I 29.6 Irregular
x2
2.31 0.97, 2.38 N/A 0.015
LYREEN RIVER 2596.5 09LYRE00173D 10.6 Irregular 1.14 5.12 N/A 0.023
LYREEN RIVER 2619.3 09LYRE00171D 9.1 Irregular 2.14 5.61 N/A 0.023
LYREEN RIVER* 2778.5 09LYRE00153I 126.1 Circular/
Irregular
1.00, 1.16 N/A, 2.1 N/A 0.013
LYREEN RIVER 3062.7 09LYRE00126D 12.7 Arch x3 2.53, 3.04,
2.62
2.77, 3.38,
2.73
1.53, 1.74,
1.46
0.020
LYREEN RIVER 3994.0 09LYRE00033D 4.0 Arch 2.7 5.44 1.73 0.023
MILL RACE G TRIB 2.0 09MILG00005 0.5 Arch x2 0.50, 0.35 2.01, 1.81 0.18, 0.00 0.013
MILL RACE G TRIB 34.6 09MILG00002D 3.5 Irregular 0.75 2.36 N/A 0.013
RYE WATER 8859.7 09RYEW01042 1.0 Irregular 1.17 4.06 N/A 0.013
RYE WATER 9185.6 09RYEW01011D 3.6 Irregular 1.38 7.47 N/A 0.020
RYE WATER 9397.8 09RYEW00990D 8.0 Arch 3.64 3.36 2.12 0.020
RYE WATER 11408.8 09RYEW00788D 11.5 Arch x3 4.1, 4.6, 4.0 3.0 (x2), 4.6 3.1 (x2), 3.0 0.025
RYE WATER 11956.5 09RYEW00733D 2.3 Irregular 2.37 17.8 N/A 0.020
RYE WATER 12061.2 09RYEW00723D 4.5 Arch x5 2.9, 3.4 (x2), 3.2, 4.0 (x2), 1.5, 2.1, 2.0 0.020
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3.5, 3.0 4.9, 3.3 (x2), 1.9
RYE WATER 13349.6 09RYEW00595D 5.1 Arch x3 3.5 (x3) 6.5, 6.5, 6.6 2.1, 2.0, 1.8 0.023
RYE WATER 14445.0 09RYEW00479D 4.3 Arch x2 3.6, 4.0 9.1, 8.7 1.3, 1.6 0.025
RYE WATER 15181.1 09RYEW00405D 4.6 Arch x3 4.4 (x2), 4.7 5.5 (x2), 6.2 1.9, 1.8, 1.5 0.020
MOYCLARE TRIB 22.8 09MOYC00102I 5.7 Circular 0.9 N/A N/A 0.013
MOYCLARE TRIB 577.8 09MOYC00048D 8.8 Arch 1.61 1.97 0 0.023
MOYCLARE TRIB 706.9 09MOYC00035D 9.2 Arch 1.72 3.38 0.6 0.023
MOYCLARE TRIB 829.5 09MOYC00023I 6.0 Circular 0.9 N/A N/A 0.013
MOYGADDY TRIB 673.9 09MOYG00041D 7.4 Arch 3.38 2.9 2.23 0.060
MOYGADDY TRIB 1070.1 09MOYG00001D 3.5 Arch 1.4 2.86 0.9 0.020
Structure Details – Weirs
RIVER BRANCH CHAINAGE ID MANNING'S N TYPE
ROOSK TRIB 2492.7 09ROOS00011W 0.035 Broad Crested Weir
MILL RACE F TRIB 597.8 09MILF00054W 0.015 Broad Crested Weir
MILL RACE F TRIB 1023.5 09MILF00012W 0.030 Broad Crested Weir
LYREEN RIVER 3082.1 09LYRE00123W 0.035 Broad Crested Weir
LYREEN RIVER 3903.0 09LYRE00041W 0.011 Broad Crested Weir
MILL RACE G TRIB 6.0 09MILG00005W 0.015 Broad Crested Weir
MILL RACE K TRIB 1.0 09MILK00001W 0.015 Broad Crested Weir
RYE WATER 9491.6 09RYEW00978W 0.011 Broad Crested Weir
RYE WATER 12997.8 09RYEW00628W 0.015 Broad Crested Weir
MOYGADDY TRIB 106.0 09MOYG00097W 0.015 Broad Crested Weir
MOYGADDY TRIB 1075.0 09MOYG00000W 0.015 Broad Crested Weir
* Denotes structures incorporated as closed cross-sections only (and are therefore not included in the Network file).
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** Structure ID Key:
D - Bridge Upstream Face
E - Bridge Downstream Face
I - Culvert Upstream Face
J - Culvert Downstream Face
W - Weir Crest
NB: All other weirs in the Network file are overtopping weirs which form part of a composite structure with the culvert/bridge at the corresponding chainage.
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APPENDIX A.2
Long section plots
Figure 4.18.52: Rye Water 1% AEP design run
Bridge 09RYEW00990D - Ch. 9397
Weir 09RYEW00628W - Ch. 12997
Lake at Carton Demesne
Moyclare confluence
Moygaddy confluence
Lyreen River confluence
RB
LB
Peak WL
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Figure 4.18.53: Lyreen River 1% AEP design run
Inverted siphon culvert
09LYRE00314I - Ch. 1204
Ballybrack/ Roestown confluence
Gauging station 09049 - Ch. 3903
Mill Race F confluence
Mill Race K confluence
Mill Race G confluence
Mill Race F confluence
Roosk confluence
Crewhill confluence
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APPENDIX A.3
Flow tables
IBE0600 EAST CFRAM STUDY RPS
PEAK WATER FLOWS
AFA Name MAYNOOTH
Model Code HA09_MAYN4
Status DRAFT FINAL
Date extracted from model 14/10/2014
Peak Water Flows
River Name & Chainage AEP Check Flow (m3/s) Model Flow
(m3/s) Diff (%)
BALLYBRACK/ROESTOWN TRIB 6234.39 50% 2.49 2.63 5.62
09_1464_1_RPS 10% 4.48 3.93 -12.23
1% 8.27 6.88 -16.84
0.1% 14.71 10.47 -28.82
ROOSK TRIB 2563.77 50% 2.83 3.06 8.27
09_1839_12_RPS 10% 5.08 5.51 8.37
1% 9.37 10.12 7.99
0.1% 16.66 19.23 15.41
CREWHILL TRIB 1811.14 50% 0.58 0.56 -2.76
09_1444_4 10% 1.05 1.00 -5.14
1% 1.94 1.86 -4.33
0.1% 3.46 3.37 -2.60
LYREEN RIVER 1802 50% 10.49 9.89 -5.68
09_1464_2_RPS 10% 17.68 15.92 -9.94
1% 30.33 31.64 4.32
0.1% 50.18 46.05 -8.23
LYREEN RIVER 2944.42 50% 10.92 10.10 -7.52
09_1464_5_RPS 10% 18.42 16.17 -12.20
1% 31.59 30.44 -3.66
0.1% 52.27 48.65 -6.92
LYREEN RIVER 3916.67 50% 12.40 11.53 -6.98
09049_RPS 10% 19.99 18.13 -9.29
1% 32.88 27.47 -16.46
0.1% 52.37 42.60 -18.66
LYREEN RIVER 4178.51 50% 12.29 11.57 -5.90
09_611_3_RPS 10% 19.81 18.39 -7.18
1% 32.60 31.99 -1.87
0.1% 51.92 52.82 -1.74
RYE WATER 13562.9 50% 29.78 26.48 -11.08
09_1260_4_RPS 10% 43.56 41.28 -5.24
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1% 65.93 64.94 -1.50
0.1% 96.90 105.46 8.83
MOYCLARE TRIB 889.708 50% 2.51 2.40 -4.38
09_468_3 10% 4.51 4.36 -3.37
1% 8.34 8.06 -3.33
0.1% 14.87 14.67 -1.34
MOYGADDY TRIB 1039 50% 4.31 4.39 1.90
09_1060_3 10% 7.77 7.93 2.11
1% 14.41 14.64 1.58
0.1% 25.79 26.09 1.17
The table above provides details of the flow in the model at every HEP intermediate check point,
modelled tributary and gauging station. These flows have been compared with the hydrology flow
estimation and a percentage difference provided.
There are a number of complex hydraulic effects within this model which made the process of
anchoring the model flows to the hydrological estimates difficult. In order to better understand these
processes and achieve better overall correlation, an additional model run comprising the 50% AEP
design flows was undertaken and the results reported here. The estimated and modelled flows at
every HEP were found to correlate well during the 50% AEP design run, indicating that the model is
well anchored to low-flow conditions.
The estimated and modelled flows at the downstream ends of the Crewhill, Moyclare, Moygaddy and
Lyreen watercourses all correlate well for all model design runs.
The table shows that the estimated and modelled flows at the downstream end of the
Ballybrack/Roestown tributary correlate well during the 50% AEP design run, however during the 10%
AEP design run the modelled flow is around 12% lower than the hydrological estimate. The difference
between the estimated and modelled flows continues to increase as the design flow increases, with
the difference around 29% during the 0.1% AEP design run. The railway/ canal inverted siphon culvert
09LYRE00314I at chainage 1204 on the Lyreen River becomes surcharged during design runs of 10%
AEP or greater and causes severe out-of-bank flooding and ponding upstream of the culvert inlet as
shown in Figure 4.18.45. This ponding effect backs up flow in the Ballybrack/Roestown tributary,
resulting in modelled flows which are lower than the hydrological estimates. Hydraulic modelling can
represent this complex hydraulic effect better than hydrological estimation, so these differences in
estimated and modelled flows are considered to be acceptable, especially considering that this area
has been known to flood historically. Further confirmation for this conclusion is achieved as there is
good correlation during the 50% AEP design run, where the railway/ canal siphon culvert is not
surcharged and the ponding effect does not influence the modelled flows.
The railway/ canal inverted siphon culvert 09LYRE00314I also has a large impact on the HEPs on the
Lyreen River. The first intermediate HEP on the Lyreen River (09_1464_2_RPS) is located
approximately 600m downstream of the railway/ canal culvert and shows good correlation between the
estimated and modelled flows during 50% AEP and 1% AEP design runs, however the modelled flow
is approximately 10% and 8% lower than the hydrological estimates during the 10% AEP and 0.1%
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AEP design runs respectively. Good correlation is shown during the 50% AEP design run as culvert
09LYRE00314I is not surcharged during this scenario and has sufficient capacity to convey the design
flow. During the 10% AEP design run this culvert becomes surcharged and causes flow to back up
upstream, resulting in a modelled flow lower than the hydrological estimate. During the 1% AEP
design run, flood water overtops the railway and canal, equalizing pressure in the inverted siphon and
improving conveyance. For this reason, the estimated and modelled flows correlate well during the 1%
AEP design run. This hydraulic effect also occurs during the 0.1% AEP design run, however flow takes
an alternative path along the canal during this scenario, hence resulting in a modelled flow lower than
the hydrological estimate. This alternative flow path is shown in Figure 4.18.45.
The next intermediate HEP on the Lyreen River (09_1464_5_RPS) is influenced by the same
hydraulic effects as 09_1464_2_RPS and correlation between estimated and design flows for each
design run follows the same pattern except that good correlation is displayed during the 0.1% AEP
design run at this point. This is because the flow that was diverted along the alternative route along the
canal (as shown in Figure 4.18.45) rejoins Mill Race F upstream of this HEP.
HEPs 09049_RPS is located at Maynooth gauging station. Good correlation is shown during the 50%
AEP and 10% AEP design runs, and the modelled flow is 16% and 19% greater than the estimated
flow during the 1% AEP and 0.1% AEP design runs respectively. Overall the modelled flow was found
to increase relative to the estimated flow for more extreme design runs at this point. This is because
the growth curve behaviour of the Lyreen catchment in the hydraulic model was found to be steeper
than the hydrological estimates. It is considered that the hydraulic model is better able to simulate the
complex behaviour of this catchment system as it is influenced by hydraulic features such as the
railway/ canal inverted siphon culvert, so this was deemed to be acceptable.
This growth curve behaviour was found to have a knock-on effect at HEP 09_1260_4_RPS on the Rye
Water at the downstream extent of the model. The model flow was found to be approximately 11%
below the estimated flow during the 50% AEP design run and approximately 9% greater than the
estimated flow during the 0.1% AEP design run. The modelled flows were generally found to increase
relative to the estimated flows for more extreme design runs due to the growth curve behaviour of the
Lyreen catchment being steeper in the hydraulic model than the hydrological estimates, and as
reported previously this was deemed to be acceptable as the hydraulic model can simulate this affect
better than hydrological estimation.
The estimated and modelled flow in the Roosk tributary correlate well during all design runs except
0.1% AEP where the modelled flow is approximately 15% greater than the hydrological estimate. Flow
from the Lyreen River spills onto the M4 motorway and joins the Roosk tributary during the 0.1% AEP
design, so this difference was considered to be reasonable.
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APPENDIX A.4
MIKE FLOOD MIKE 21 MIKE 21 RESULTS
HA09_MAYN4_MF_DES_8_Q10 HA09_MAYN4_M21_DES_8_Q10 HA09_MAYN4_HD_DES_8_Q10
HA09_MAYN4_MF_DES_8_Q100 HA09_MAYN4_M21_DES_8_Q100 HA09_MAYN4_HD_DES_8_Q100
HA09_MAYN4_MF_DES_8_Q1000 HA09_MAYN4_M21_DES_8_Q1000 HA09_MAYN4_HD_DES_8_Q1000 HA09_MAYN4_MESH_2 HA09_MAYN4_MESH_FPR
MIKE 11 ‐ SIM FILE & RESULTS FILE MIKE 11 ‐ NETWORK FILE MIKE 11 ‐ CROSS‐SECTION FILE MIKE 11 ‐ BOUNDARY FILE
HA09_MAYN4_M11_DES_8_Q10 HA09_MAYN4_NWK_DES_8 HA09_MAYN4_XNS_DES_8 HA09_MAYN4_BND_DES_6_Q10
HA09_MAYN4_M11_DES_8_Q100 HA09_MAYN4_BND_DES_6_Q100
HA09_MAYN4_M11_DES_8_Q1000 HA09_MAYN4_BND_DES_6_Q1000
MIKE 11 ‐ DFS0 FILE MIKE 11 ‐ HD FILE & RESULTS FILE
HA09_MAYN4_DFS0_Q10 HA09_MAYN4_HD_DES_8_Q10
HA09_MAYN4_DFS0_Q100 HA09_MAYN4_HD_DES_8_Q100 HA09_MAYN4_DFS0_Q1000 HA09_MAYN4_HD_DES_8_Q1000
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GIS Deliverables - Hazard
Flood Extent Files (Shapefiles) Flood Depth Files (Raster) Water Level and Flows (Shapefiles) Fluvial Fluvial Fluvial E28EXFCD100F0 E28DPFCD100F0 E28NDFCDF0 E28EXFCD010F0 E28DPFCD010F0 E28EXFCD001F0 E28DPFCD001F0
Flood Zone Files (Shapefiles) Flood Velocity Files (Raster) Flood Defence Files (Shapefiles) E28ZNA_FCDF0 E28VLFCD100F0 Defence Failure Extent E28ZNB_FCDF0 E28VLFCD010F0 E28FEFCD010F0 E28VLFCD001F0
GIS Deliverables - Risk
Specific Risk - Inhabitants (Raster) General Risk - Economic (Shapefiles) General Risk-Environmental (Shapefiles) Fluvial E28RIFCD100F0 E28RIFCD010F0 E28RIFCD001F0