SOCIAL HOUSING DEVELOPMENT RATHELLEN, FINISKLIN, CO. SLIGO - Hydrological Assessment Report
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SOCIAL HOUSING DEVELOPMENT
RATHELLEN, FINISKLIN, CO. SLIGO
Hydrological Assessment Report
SHB3-FIN-CS-RPS-RP006
Hydrological Assessment
P02
07th February 2022
rpsgroup.com
Hydrological Assessment Report Document status Version Purpose of document Authored by Reviewed by Approved by Review date D01 Issue for Information - Draft UM PMGB PMGB 25.01.2021 S3 P01 Issue for Review UM PMGB PMGB 08.10.2021 S4 P02 Issue for Part 10 Planning UM PMGB PMGB 07.02.2022 Approval for issue PMGB 7 February 2022 © Copyright RPS Group Limited. All rights reserved. The report has been prepared for the exclusive use of our client and unless otherwise agreed in writing by RPS Group Limited no other party may use, make use of or rely on the contents of this report. The report has been compiled using the resources agreed with the client and in accordance with the scope of work agreed with the client. No liability is accepted by RPS Group Limited for any use of this report, other than the purpose for which it was prepared. RPS Group Limited accepts no responsibility for any documents or information supplied to RPS Group Limited by others and no legal liability arising from the use by others of opinions or data contained in this report. It is expressly stated that no independent verification of any documents or information supplied by others has been made. RPS Group Limited has used reasonable skill, care and diligence in compiling this report and no warranty is provided as to the report’s accuracy. No part of this report may be copied or reproduced, by any means, without the written permission of RPS Group Limited. Prepared by: Prepared for: RPS Sligo County Council SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page i
Hydrological Assessment Report
Contents
1 INTRODUCTION ......................................................................................................................................1
2 THE SITE AND PROPOSED DEVELOPMENT ......................................................................................2
2.1 The Site and Existing Drainage System ........................................................................................2
2.2 Proposed Development ..................................................................................................................4
3 SITE FLOOD HISTORY AND FLOOD DATA .........................................................................................5
3.1 Site Flood History ...........................................................................................................................5
3.2 Rainfall, Water Level and Flow Records ........................................................................................5
4 HYDROLOGICAL ASSESSMENT AND FLOOD RISK ..........................................................................6
4.1 Surface Water Flood Risk ..............................................................................................................6
4.2 Groundwater Flooding ....................................................................................................................8
4.3 Hydrological Impact Assessment ...................................................................................................8
5 FLOOD ZONE MAPPING AND JUSTIFICATION TEST.........................................................................9
6 CONCLUSIONS AND RECOMMENDATIONS .....................................................................................10
REFERENCES ...................................................................................................................................................1
Tables
Table 4.1 ICPSS predicted extreme water levels (combined tide & surge) (Node - NW6) ................................6
Figures
Figure 1.1 Location of the proposed development at Rathellen, Finisklin, Sligo ...............................................1
Figure 2.1 Proposed development site and existing drainage ...........................................................................2
Figure 2.2 Sligo Development Plan (2017-2023), Land Use Zoning Map ..........................................................4
Figure 2.3 Sligo PPP Social Housing proposed development layout plan .........................................................4
Figure 4.1 CFRAM Flood Extents and Hazard Maps .........................................................................................7
Figure 4.2 ICPSS extreme sea levels estimation nodes along the North-West coast of Ireland .......................7
Appendices
Layout Plan of the Proposed Development
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Hydrological Assessment Report List of Abbreviations AEP: Annual Exceedance Probability CFRAM: Catchment Flood Risk Assessment and Management EPA: Environmental Protection Agency FSR: Flood Studies Report HEFS: High-End Future Scenario ICPSS: Irish Coastal Protection Strategy Study MRFS: Medium Range Future Scenario OPW: Office of Public Works SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page i
Hydrological Assessment Report 1 INTRODUCTION RPS are the appointed Civil and Structural Engineering advisors for the proposed residential development at Finisklin, Co. Sligo. This project will deliver 39 houses and 24 apartments to Sligo County Council Planning Authority. The development will be sited over a land area of 2.46ha. Figure 1.1 illustrates the location of this proposed development site at Sligo. The red line boundary represents the revised extents of the site to be developed while the blue line boundary represents the extents of lands reserved for residential development by Sligo County Council. The lands included within the blue line boundary will be considered under this Hydrological Assessment Report. As part of this development RPS has carried out a hydrological assessment of the proposed site. This assessment is required in order to obtain a planning permission for the proposed housing development project as set out in the Government's 2009 Planning System and Flood Risk Management Regulations (hereafter referred to as the 2009 Planning Regulations). The assessment involved a desktop study combined with a site visit. The study examines any flooding risks to the proposed site and also assesses any impacts of the proposed development on the existing flooding/hydrological regimes of the adjacent watercourses and lands. Figure 1.1 Location of the proposed development at Rathellen, Finisklin, Sligo SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 1
Hydrological Assessment Report 2 THE SITE AND PROPOSED DEVELOPMENT 2.1 The Site and Existing Drainage System The lands reserved for residential development by Sligo County Council covers a total area of 4.30ha (outlined in blue in Figure 2.1), which was purchased by Sligo Borough Council in 2002. It lies approximately 3 km from Sligo town centre in the townland of Finisklin. It is bounded by Finisklin Road on the north eastern and north western boundary, and the Sea Road along its western boundary. It is bounded by the IDA Finisklin Business & Technology Park to the south and east. The revised site boundary to be developed as part of the Social Housing PPP scheme (outlined in red) has an area of 2.516ha. Figure 2.1 Proposed development site and existing drainage The site is close to Sligo Estuary that leads to Sligo Bay (approximately 100m away from the shoreline). The estuary formally extended to sand marsh lands along Finisklin Road to the north east of the site. This coast land was reclaimed by land fill and used for many years as a Municipal Dump until its closure in the late 1980s. Further reclamation was carried out to form the site for Sligo’s Main Drainage Treatment Plant, which lies to the north east of the site. A topographical survey of the site was provided by Sligo County Council along with the project brief. The site is generally a level site, with levels ranging from 6.0mOD to 9.5mOD along the upper plateau within the site red line boundary. Further north of the proposed site red line boundary, the existing topography falls away from levels of 8.0mOD at the red line boundary to 2.2mOD to the North. Storm runoff from the site currently infiltrates to the ground and any excess runoff drains northward and eventually discharges into Sligo Estuary as overland flow (refer to Figure 2.1 for site topographical information). The entire site area falls under the 1975 Flood Studies Report classified soil type 2, suggesting high winter rain acceptance potential. Also, according to the Teagasc soil maps, the subject site’s soil type comprises of deep well drained minerals (mainly acidic). Geotechnical Investigation (GI) works undertaken during the period of July-August 2021 revealed the ground in the site to be predominantly consisting of stiff, brown, sandy gravelly clay with medium cobble content. SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 2
Hydrological Assessment Report The sand is fine to coarse and gravel is fine to coarse, sub-angular to sub-rounded while cobbles are 63mm to 130mm dia, sub-rounded. Rathellen House and site has been in private ownership until its purchase by Sligo Borough Council and the associated lands used as private garden, orchard, and for agricultural grazing, predominantly a greenfield site (see Image 2.1 and Image 2.2). Image 2.1 View of site from Finisklin Road looking west Image 2.2 View of site from Sea Road looking east In the Sligo Development Plan (2017-2023), the subject site was zoned R2 – Residential low / medium density with a range of 20-34 DPH (see Figure 2.2). The cross hatching on the zoning map indicates that the site is in the Strategic Land Reserve (SLR), however sites for the provision of social housing are exempt from the SLR. SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 3
Hydrological Assessment Report Figure 2.2 Sligo Development Plan (2017-2023), Land Use Zoning Map 2.2 Proposed Development The proposed development includes 39 houses ranging from two to five bed and 24 apartments ranging from one and two bed sited over a land area of 2.516 ha encompassing a little over half the total Sligo County Council site, and also includes associated access roads, car parking area and other utility services. The finished floor levels across the site vary from a minimum of 8.0mOD at Block 2 at the western boundary of the site to a maximum of 9.5mOD at Block 4 at the eastern boundary of the site. Figure 2.3 shows the proposed development layout plan. A detailed layout plan of the proposed development is also included in Appendix A. Figure 2.3 Sligo PPP Social Housing proposed development layout plan SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 4
Hydrological Assessment Report
3 SITE FLOOD HISTORY AND FLOOD DATA
3.1 Site Flood History
The following sources of records have been collected and reviewed to identify any existing flood risk to the
proposed development site area and its vicinity:
• 6” & 25” historical maps for the Sligo Area,
• Historic flood maps and reports from (www.floodmaps.ie),
• OPW Flood Plans & Flood Maps Info (https://www.floodinfo.ie),
• EPA Maps (https://gis.epa.ie/EPAMaps/),
• OPW and EPA Hydrometric Data (http://www.opw.ie/hydro/index.asp?mpg=main.asp;
http://hydronet.epa.ie/hydronet.html),
• The National Preliminary Flood Risk Assessment (PFRA) – Overview Report & Indicative Flood
Maps (OPW, March 2012, www.cfram.ie),
• Western CFRAM Study Reports (www.floodinfo.ie),
• Met Eireann rainfall records (www.meteireann.ie),
• Sligo Development Plan (2017 – 2023)
• Marine Institute for Tidal Records, 2008 – 2013)
• Irish Coastal Protection Strategy Study Report– North West Coast (OPW, November 2013)
The historical 6 inch and 25 inch maps do not show any flood prone areas within the subject site boundary.
However, the OPW flood maps show a flood prone area at the northwest corner of the blue line boundary
(see Figure 4.1). This low-lying northwest part of the site and the adjacent road were flooded on 18th
November 2009. Prolonged intense rainfall caused accumulation of surface runoff at the low-lying northwest
corner of the site.
Due to its close proximity to Sligo Estuary and reclaimed marshy lands immediately north of Finisklin road
combined with the presence of permeable mineral subsoils within the site area, it is likely that there would be
some active hydraulic connectivity between the tide level and site ground water level. This should be verified
through concurrent monitoring groundwater and tide levels in the area. Potential mitigation in the
demonstration of hydraulic connectivity would be to maintain finished floor levels, foundation levels and
subsurface attenuation/percolation areas above the predicted tidal flood levels.
3.2 Rainfall, Water Level and Flow Records
Rainfall records for the Sligo area have been collected from Met-Eireann. The observed long-term average
annual rainfall at Sligo Airport is 1,150 mm.
The OPW, EPA and Marine Institute were contacted for water levels and flow records for Sligo Estuary.
Water Level records (2003 - present) of the Garavogue River at Sligo New Bridge gauging station (35012)
were obtained from EPA. The observed maximum water level at New Bridge was 3.844 mOD, recorded on
6th December 2015. Water levels at this gauge are both tidally and fluvially affected.
Tidal Records of Sligo Estuary at Rosses Point (35060) were available for the period of 2008 to 2013. These
records were obtained from Marine Institute. The observed maximum tide level at Rosses Point in Sligo Bay,
during the 2008-2013 recorded period was 2.454 mOD, recorded on 15th December 2012.
Unfortunately, observed tidal data is not available for Rosses Point Tidal Gauge (35060) during the period
2013-2017 to confirm if the flood event at New Bridge gauging station (35012) in 2015 was as a result of a
fluvial-tidal combined event.
Sligo County Council Water Services Division informed RPS that coastal flooding occurred in 2013/2014.
There is no observed tidal data available for Rosses Point Tidal Gauge (35060) during this period. The
extents of flooding have not been mapped and so the significance/extremity/return period of this flood event
could not be established.
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Hydrological Assessment Report
4 HYDROLOGICAL ASSESSMENT AND FLOOD RISK
4.1 Surface Water Flood Risk
As discussed in the previous section, much of the subject site area is not at flooding risk and did not flood in
the past, apart from some low-lying lands towards the north. Accumulated surface runoff from the
surrounding area causes some flooding at this low-lying area before it drains slowly through infiltration and
also as overland flows into the Sligo Estuary. Road runoff drains via storm sewer network constructed under
the Sligo Main Drainage Scheme.
The Western CFRAM study results did not show any fluvial flooding at subject site; however, it showed some
coastal flooding outside the site boundary to the north-east at the Far Finisklin Road, particularly during the
0.5% AEP and 0.1% AEP coastal events. No flood prone area was identified within the subject site during
the 10% AEP tidal event in this study (see Figure 4.1).
In this Western CFRAM study, the Irish Coastal Protection Strategy Study (ICPSS, OPW, 2013) predicted /
estimated tide levels were used. Table 4.1 below shows estimated extreme water levels (combined tide and
surge) in the nearest vicinity of the subject site in Sligo Bay (at ICPSS computation node no. NW6). Figure
4.2 shows the location of this computation node NW6.
Table 4.1 ICPSS predicted extreme water levels (combined tide & surge) (Node - NW6)
ANNUAL EXCEEDANCE PROBABILITY (AEP)
Scenario
50% 20% 10% 5% 2% 1% 0.50% 0.10%
Present Day (PD) 2.5 2.64 2.73 2.82 2.94 3.03 3.12 3.33
MRFS (PD+0.5m) 3 3.14 3.23 3.32 3.44 3.53 3.62 3.83
HEFS (PD+1.0m) 3.5 3.64 3.73 3.82 3.94 4.03 4.12 4.33
The predicted 0.5% AEP (1in 200 year) and 0.1% AEP (1 in 1000 year) extreme water levels in the vicinity of
the site are 3.12 mOD and 3.33 mOD (Malin) respectively for the present-day condition. For the Medium-
Range and High-End Future Climatic Scenarios (MRFS & HEFS), the estimated 0.5% AEP water levels are
3.62 mOD and 4.12 mOD respectively. Based on the existing land elevations, these predicted flood levels
suggest that the approximately 0.53 to 0.68 ha land areas, located north north-eastern from the subject site,
would flood if these extreme tidal events would occur. Average flood depth could be in the order of 1.0 m,
with a maximum flood depth of up to 2.1 m in the case of HEFS. The results though suggest very minimal
flooding for the present-day scenario (3.12 mOD).
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OPW CFRAM 10 Year Flood Extents
OPW CFRAM 200 Year Flood Extents
OPW CFRAM 1000 Year Flood Extents
OPW CFRAM 10 Year Flood Extents
OPW CFRAM 100 Year Flood Extents
OPW CFRAM 1000 Year Flood Extents
Historical Flood Events
Figure 4.1 CFRAM Flood Extents and Hazard Maps
Figure 4.2 ICPSS extreme sea levels estimation nodes along the North-West coast of Ireland
SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022
rpsgroup.com Page 7Hydrological Assessment Report 4.2 Groundwater Flooding Further to the above-mentioned surface water flooding, the historical and potential future groundwater flooding risks within the study area were also investigated. The winter of 2015/2016 saw the most extensive groundwater flooding ever witnessed in Ireland. Homes were flooded or cut off, roads submerged, and agriculture disrupted by karst derived groundwater flooding, with some affected areas remaining inundated for months. Geological Survey Ireland prepared historical and predictive flood maps across Ireland (particularly for the limestone karstic regions) under the GWFlood Project (2016-2019). The predictive groundwater flood map presents the probabilistic flood extents for locations of recurrent karst groundwater flooding. It consists of a series of stacked polygons at each site representing the flood extent for three specific AEP's (10%, 1%, and 0.1% respectively). This GSI prepared predictive flood maps show no groundwater flooding within the subject site area. Due to its close proximity to Sligo Estuary and reclaimed marshy lands immediately north of Finisklin road combined with the presence of permeable mineral subsoils within the site area, it is likely that there would be some active hydraulic connectivity between the tide level and site ground water level. This should be verified through concurrent monitoring groundwater and tide levels in the area. Potential mitigation in the demonstration of hydraulic connectivity would be to maintain finished floor levels, foundation levels and subsurface attenuation/percolation areas above the predicted tidal flood levels. 4.3 Hydrological Impact Assessment The above assessments suggest that during the design 0.5% AEP event (HEFS), flood level in the vicinity of the site could rise up to a maximum level of 4.12 mOD (Malin). Based on a freeboard allowance of 0.3m, the proposed buildings’ finished floor level (FFL) should be set at a minimum level of 4.42 mOD. This suggests that proposed minimum FFL of 8.0m OD would be adequate. Any increase in flood level in the vicinity of the site due to raising of site area, particularly at the north north-western parts of the site, is expected to be very minimal, given its close proximity to Sligo Estuary. Any additional site surface runoff (excess to the pre-development greenfield runoff) will be managed within the site using SUDS including constructing adequate attenuation system. The attenuation system should be designed to attenuate storm flows to 1% AEP storm flow event inclusive of climate change to the existing greenfield runoff rates. Consideration shall also be given to storage of storm runoff volumes during period of zero discharge during high tides. In this way, any increase in flooding risk to any adjacent properties / roads the, from the post-development stage site surface runoff will be minimised and avoided. The formation level for the proposed subsurface attenuation/percolation area should be constructed 300mm above the predicted tidal flood level (0.5%HEFS) to mitigate against buoyancy forces should there be a determination of groundwater/tidal water level connectivity. SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 8
Hydrological Assessment Report
5 FLOOD ZONE MAPPING AND JUSTIFICATION TEST
The flood zones are defined on the basis of the probability of flooding from rivers and the sea. The different
flood zones recommended in the 2009 Planning Guidelines are:
i. Flood Zone A: is at highest risk and has a 1% chance of flooding in any one year from rivers and a
0.5% chance of flooding from the sea.
ii. (Flood Zone B: is at moderate risk of flooding from rivers and the sea and its outer limit is defined by
a 0.1% chance of flooding in any one year.
iii. Flood Zone C: is the low risk area, with a less than 0.1% chance of flooding from rivers, estuaries, or
the sea in any one year.
From the flood extent maps associated the design flood level (0.5% AEP) prepared for the subject site area
under the Western CFRAM study shows, it can be seen that the proposed development site area falls under
Flood Zone C while a portion of the lands to the north fall under Flood Zone B (Figure 4.1). Based on this
and since the site was zoned as R2-Residential in the Sligo Development Plan (2017-2023), the subject site
deemed to be appropriate for the proposed Social Housing Development.
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6 CONCLUSIONS AND RECOMMENDATIONS
1 Much of the proposed site area does not have any record of flooding in the past. During the November
2009 prolonged rainfall event, the low-lying north-western corner of the site was flooded due to
accumulation of surface water runoff before it drained slowly through infiltration, via road drainage
network and also as overland flows to Sligo Estuary. Sligo County Council Water Services Division
informed RPS that coastal flooding occurred in 2013/2014. There is no observed tidal data available for
Rosses Point Tidal Gauge (35060) during this period. The extents of flooding have not been mapped
and so the significance/extremity/return period of this flood event could not be established.
2 Flood extent maps for the design flood level (0.5% AEP) prepared for the subject site area under the
Western CFRAM study shows that the proposed site development area (red line boundary) falls under
Flood Zone C. A very small north north-western portion of the lands within the blue line boundary falls
under the Flood Zone B (estimated to be approximately 16% of the entire blue line area). Based on this
and since the site land is zoned as R2-Residential in the Sligo Development Plan (2017-2023), the
subject site (red line boundary) is deemed to be appropriate for the proposed Social Housing
Development.
3 The above assessments suggest that during the design 0.5% AEP event (HEFS), flood level in the
vicinity of the site could rise up to a maximum level of 4.12 mOD (Malin). Based on a freeboard
allowance of 0.3m, the proposed buildings’ finished floor level (FFL) should be set at a minimum level of
4.42 mOD. This suggests that proposed minimum FFL of 4.5 mOD would be adequate. The finished site
level could be set at 1% AEP MRFS levels of 3.53 mOD, allowing some temporary flooding only on the
site. Any increase in flood level in the vicinity of the site due to raising of site area, particularly at the
north north-western parts of the site, is expected to be very minimal, given its close proximity to Sligo
Estuary.
4 Any additional site surface runoff (excess to the pre-development greenfield runoff) will be managed
within the site using SUDS measures including constructing adequate attenuation system. The
attenuation system should be designed to attenuate storm flows to 1% AEP storm flow event inclusive
of climate change to the existing greenfield runoff rates. This ensures that runoff from the site will not be
increased as a result of the proposed development.
5 It is recommended that any likely active hydraulic connection between the groundwater level within the
site area and the tide levels in Sligo Estuary be investigated through installation of a groundwater
borehole at the site and also a tide gauge in Sligo Estuary. Continuous groundwater monitoring at the
site was unavailable at the time of writing this report, so hydraulic connectivity could not be established
nor ruled out.
6 Potential mitigation in the demonstration of hydraulic connectivity between tidal and groundwater levels
would be to maintain finished floor levels, foundation levels and subsurface attenuation/percolation
areas above the predicted tidal flood levels.
SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022
rpsgroup.com Page 10Hydrological Assessment Report REFERENCES 1. Natural Environmental Research Council (NERC) (1975) “Flood Studies Report” Vols 1 to 5, London. 2. A.M. Cawley and C. Cunnane (2003) “Comments on estimation of Greenfield runoff rates”, Irish National Hydrology Seminar, 2003. SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022 rpsgroup.com Page 1
Hydrological Assessment Report
Layout Plan of the Proposed Development
SHB3-FIN-CS-RPS-RP006 Hydrological Assessment | P02 | 07th February 2022
rpsgroup.com Page 2Notes:
5
3.2
5.2
5
3.5
0
Do not scale from this drawing.
Use figured dimensions only.
3.7
5.5
5
0
All errors and omissions to be reported to the Architect.
This drawing to be read in conjunction with relevant consultant's drawings.
4.0
0
All dimensions are in millimetres and all levels are in meters to match Datum
5.75
4.2
unless otherwise noted.
5
Contractor Design responsibility
4.5
0
It is noted that there are many elements within the works that require
6.0
0
4.7
5
contractor design, and will be subject to certification as part of BCAR -
see Preliminary Inspection Plan for clarity on certification required.
5.0
6.25
0
© This drawing or design may not be reproduced without permission.
2.2
5
6.50
0
2.5
Site Plan Legend
5.25
ER Ø
m
SEW
m 0
6.7
15
RM
5
STO
2.75
7.00
M SE
STOR 0mmØ
WER
Part 10 Planning Application
3.00
5.50
35
3.25
7.25
2.5
0
5.75
7.50
3.50
2.7
5
3.75
4.00
4.2
5
6.00
4.50
N
3.0
6.25
0
4.75
8.0
0
6.50
5.00
5.25
6.75
0
3.0
5.50
8.00
3.00
5
7.00
3.2
5
7.7
8.00
8.25
7.25
8.50
8.75
Borough Boundary to be indicated in
9.0
LEGEND: SITE PLAN
0
7.50
7
paths and roads of the public realm by
3.50
76
11
a line of paviour sets
Block 4
7.75
5.75
Rear G
arden
DUPLE73.3 m2 Rear G
arden
Part 10 Planning Application
3.75
X 70.0 m2
8.2
Rear G
arden
2m weldmesh to form site boundary.
5
6.0
C1 & C
Ø
m
0
73.1 m2 Rear G
0m
2 arden
15
2m high galvanised painted MS 30 NO. 38 3A 73.6 m2 Rear G
4.00
8.50
arden
70 -39
037 3A 62.5 m2 Rear G
arden See boundary treatment details Asphalt to carriageways generally
ER
RM Ø
STO 350mm
railing to form site boundary. See 62.8 m2 Rear G
SEW
036 3A arden
6.25
8.7
4.2
63.2 m2 Rear G
SHB3-FIN-AR-COA-DR-0408
5
2A arden
5
035 2A
75.1 m2 Rear G Rear G
boundary treatment details 034
arden arden
ESB
+8.800m 74.8 m2
2A Rear G 61.7 m2
Concrete flag paving to street edge
9.0
arden +8.200m
5
0
033
8.2
74 3A 74.2 m2 DUPLE 8 +8.000m
9010
032
4.5
FFL +9.050
X
SHB3-FIN-AR-COA-DR-0408 3A
6.5
45 (outside boundary), brick paving otherwise
0
8.5
0
031
0
C1 & C
2440
+8.125m
5
UD FFL +8.825
5
9.2
FFL +9.500
FFL +9.500 FFL +9.500
9.
030 8.75 3A
NO. 27
2
+8.370m
4.7 029
6.75
00
FFL +9.500 -28
FFL +9.500 Raised road with coloured paviours for
9
FFL +9.500.25 +8.150m 2A
7.00
+8.275m FFL +8.375 Rear Garden vehicular loading
7.25 +8.725m
FFL +9.275
FFL +9.275 8.25
026 8.25
187.0 m2
+8.830m 0
9.5
+8.950m
+9.100m FFL +8.825
19540 Buff coloured tarmac
th
+8.775m
8.50
8.50
7.50
2A
footpa
+8.650m FFL +8.375
+8.825m +9.400m Rear Garden
UD
7.75
footpa
th 025 129.0 m2
th
5.00 +9.275m +9.400m
8.00
footpa
8.75
Soft landscaping see Landscape
5
8.25
+8.540m
8.7
+9.400m
footpath
2A
8.5
+9.275m +8.375m
Architecture plan for details (boundary
2000
FFL +8.600
0
8.75
+9.275m +9.175m
+8.815m +8.500m 024 planting / front curtilage planting)
9.00
9.00
+8.725m Rear Garden
19770
105.7 m2
9.25
footpath +9.000m +9.050m +8.725m
+8.690m +8.600m
5.25
+8.875m +9.175m
+9.300m
+8.600m
FFL +8.600 2A Public open space to landscape architect's
023
9.25
th
+9.275m
Rear Garden detail
footpa
18750
+9.400m 9.50 23. 81.7 m2
footpa +9.275m +8.725m FFL +8.825 2A
th +8.750
New low stone wall
5.5
+9.200m
022
0
+9.400m
+9.335m
2810
to math ex. to +9.460m 2C-R Rear Garden +9.325m
+8.925m Rear Garden
Existing trees with root protection zone
8.75
5.7
5 footpath FFL +9.540 67.0 m2 63.6 m2
+9.500m
063
8.5
+8.875m
to be retained
0
+9.050m
Existing gate piers to be parking area +9.160m +9.400m
FFL +9.375 +9.000m 16.
Rear Garden
118.8 m2
relocated to position +9.035m 16565
6.0
0 foo +9.335m FFL +9.100
tpa 3C-R Rear Garden FFL +8.800 8.50
shown. Heritage th
5 +9.460m
95.4 m2
9.25
+8.750m Retain existing stone
+9.500m FFL +9.540 062 3B Existing site features to be removed
8.75
Interpretation Board to +8.600m +9.400m 021 piers & part stone wall
be located here. 5.
6.00
POS 2D-R Rear Garden 3B Rear Garden 3B Rear Garden within boundary Proposed landscaping levels
5635
+199.650m
92.2 m2 78.0 m2 71.4 m2
061 040
6.2
+8.400m
041 treatment
8.75
3765
5
+8.600m FFL +8.540 +8.400m
+8.775m
Refer to Landscape
Block 3
8.50
+8.625m
0 2A FFL +8.800 Rear Garden
Proposed ground floor slab level
Rathellen 9.0 9.00 +8.900m +8.750m FFL +199.875
8.2
92.2 m2
042
Architects drawings for
5
20340
6.5
House
0
3B
8.0
FFL +8.540
foot
3D-R
8.25
Rear Garden
0
Rear Garden ESB Proposed ESB substation
detailed information 060 27765 90.2 m2
020
path
159.2 m2
2565
fo
+8.400m
2A
6.7
+8.900m
ot
5 8.75
+8.400m
2m weldmesh to form site EV Proposed EV switch room location
pa
043
7.75
Remove and relocate part
5
t
+8.775m
cy
8.2
h
3A
cle
Rear Garden
+8.400m Rear Garden Rear Garden
81.7 m2
019 boundary. See boundary
existing stone wall to 1A-R 69.6 m2
2F-R
90.2 m2
2A Proposed house type reference and number
FFL +8.450
treatment details
7.00
Rear Garden
058 3B 3B 047
7675
match existing 38.5 m2 059 +8.275m
footpath
FFL +8.040
7461 044
Rear Garden
045 +8.400m SHB3-FIN-AR-COA-DR-0408
Rear Garden
3A
Rear Garden
UD Universally accessable unit
footpath
FFL +8.040 82.7 m2 71.5 m2 102.8 m2
7.25
8.0
FFL +8.450
018
0
200 footpath +8.000m +8.000m
FFL +8.200 FFL +8.425
+8.250m
0 Rear Garden 3A
250
+7.875m
139.8 m2
+8.375m FFL +8.450
017
footpath
7.50
+8.150m +8.375m
Fa
Existing stone wall to be retained +8.025m +8.250m
9. +8.350m
17010
12810
rF
FFL +8.450
4A
8.25
Rear Garden
184.5 m2
1.2m enclosed gated 016
8.00
footpath
7.75
footpath
inis
painted mild steel railing +8.150m +8.150m +8.150m 8 .25
+8.350m
+8.250m
12.
Block 1
1200
0021
FFL +8.450
Rear Garden 4A
UD UD 9.
5
5
8.2
8.50
229.5 m2
8.50
8.25
015
klin
FFL +8.200 FFL +8.200
8.0
7.75
0
+7.905m +8.125m
+8.250m FFL +8.300
FFL +8.200 +8.150m
+8.025m 0
8.0
2A
footpath
Rear Garden
DUPLEX 3B Rear Garden 3B Rear Garden
DUPLEX FFL +8.175 93.3 m2
footpath
81.2 m2
057
81.2 m2 014
056
Ro
D1 & D2 D1 & D2
footpath
Block 2
+7.855m
UD NO. 54-55 NO. 46-47
+8.075m
2A
14145
+7.935m
Rear Garden 17.2 m2 Rear Garden
2m high stone piers & metal
ad
Rear Garden 17.2 m2 Rear Garden 17.2 m2 FFL +8.175 93.3 m2
footpath +8.200m 013
8.00
UD
DUPLEX DUPLEX
26235
railings to form site boundary.
cycle D1 & D2 3B D1 & D2
7.75
+8.075m
+7.800m
NO. 52-53
Rear Garden
81.2 m2 051
Rear Garden
81.2 m2
3B NO. 48-49 FFL +8.175
Rear Garden
93.3 m2
2A See boundary treatment
FFL +8.200 050 FFL +8.000 012
+8.150m +7.950m
Rear Garden
131.2 m2
Rear Garden
104.4 m2
Rear Garden
104.7 m2
Rear Garden
84.3 m2
Rear Garden
113.6 m2
details
8.0 FFL +8.250 FFL +8.250 +7.825m
SHB3-FIN-AR-COA-DR-0408
3430
0
UD UD Rear Garden Rear Garden 4A 2A 2A 2A 5A 15
DUPLEX 23
19.7 m2 30.2 m2
005 004 003 002 001
B1,B2,B3 & B4
00
7.50
0021
1200
16
7.7
7.7
5
NO. 6-11 57640
5
8.0
+8.150m +8.200m +8.200m +7.950m
footpath
0
7.75
8.25
7.50
8.25
8.00
7.50
+7.800m +8.075m
7.75
FFL +8.235 2700 FFL +8.500 FFL +8.500 FFL +8.500
7.7
FFL +8.500 FFL +8.275
13195
+8.200m
3050
5
FFL +8.410
8.00
UD Revisions:
7.75 +7.875m
87
+8.000m
2000
+8.000m +8.045m
00
+8.450m +8.320m
7.5
0
+8.240m +8.460m
+8.560m +8.575m +8.550m footpath
ESB
VO
7.50 +8.100m footpath footpath
2500
7.75 cycle
S
+7.800m
+8.660m +8.480m
+7.975m cycle cycle
31600
+7.975m +8.340m +8.075m
+8.380m
+8.560m
8. UD
5
84
Bus stop
Sea Road
26
25820
Sea Road +8.590m +8.410m
LP
+8.650m
32370
STOP
+8.330m +8.470m
6000
+7.840m
+8.070m P-02 Part 10 Planning 04-02-2022 GB
Gibraltar Roa
Existing stone wall to be retained Bus stop footpath
P-01 Issue for Pre-Planning 19-11-2021 NB
footpath footpath P-00 Issue to client 16-07-2021 NC
LP
footpath
LP
STOP Rev Description Date By
LP
Project:
New 1.5m high
stone wall to PPP Social Housing Bundle 3
8.77
architects detail Rathellen, Finisklin, Co.Sligo
Client:
.SLIGO COUNTY COUNCIL
d
Title:
Finisklin Proposed Site Layout
Drawing / Document Name:
Project Number Project Originator Volume Level Type Role Sheet Number
2630 SHB3-FIN-AR-COA-DR-0403
Suitability Status : Code - Description Revision:
S4 For Stage Approval P-02
Scale @ A1 Drawn: Checked: Date:
1:500 Nial Coffey S Carter 07/07/2021
Site Layout Plan
1 Scale: 1:500
Mt Pleasant Business Ctr., Ranelagh, Dublin 6 D06X7P8
4 Carleycon House, Main St, Oranmore, Co. Galway, H91 T026You can also read
