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Donegal County Council
The SEED Project Ballybofey - Stranorlar, County Donegal
Surface Water Drainage Design & Compliance
with Sustainable Urban Drainage Systems
www.tobin.ie
The SEED Project, Ballybofey-Stranorlar, County Donegal
Surface Water Drainage Design & Compliance with SuDS
Document Control Sheet
Document Reference TR02
Report Status Issued
Report Date September 2020
Current Revision A
Client: Donegal County Council
Client Address: County House,
The Diamond,
Lifford,
County Donegal
Project Number 10973
Galway Office Fairgreen House, Fairgreen Road, Galway, H91 AXK8, Ireland. Tel: +353 (0)91 565 211
Dublin Office Block 10-4, Blanchardstown Corporate Park, Dublin 15, D15 X98N, Ireland. Tel: +353 (0)1 803 0406
Castlebar Office Market Square, Castlebar, Mayo, F23 Y427, Ireland. Tel: +353 (0)94 902 1401
Revision Description Author: Date Reviewed
By: Date
Authorised by:
Date
A Issue for Planning SB 15/09/2020 MF 18/09/2020 MMcD 18/09/2020
TOBIN Consulting Engineers
Disclaimer This Document is Copyright of TOBIN Consulting Engineers Limited. This document and its contents have been prepared for the sole use of our Client. No liability is accepted by TOBIN Consulting Engineers Limited for the use of this report, or its contents for any other use than for which it was prepared.
- i -
Table of Contents
1.0 INTRODUCTION ................................................................................ 1
2.0 SURFACE WATER DRAINAGE OVERVIEW ...................................... 2
2.1 EXISTING STORM DRAINAGE ................................................................... 2
2.2 PROPOSED STORM DRAINAGE ................................................................ 3
2.3 COMPLIANCE WITH THE PRINCIPLES OF SUSTAINABLE URBAN DRAINAGE SYSTEMS ........................................................................................... 4
2.3.1 Interception Storage .................................................................................... 4
2.3.2 Attenuation Storage .................................................................................... 5
Table of Figures
Figure 1-1 Location of the Proposed Development Sites ........................... 1
Appendices
Appendix 1 – Proposed Public Realm Scheme Layout
Appendix 2 – Storm MicroDrainage Model – 2 Day
Appendix 3 – Storm MicroDrainage Model – 12 Hour
1
1.0 INTRODUCTION
TOBIN Consulting Engineers were appointed by Donegal County Council to carry out a SuDS (Sustainable Urban Drainage Systems) Compliance Report to support the Part VIII planning application that will be submitted for the proposed Ballybofey-Stranorlar town centre regeneration project, i.e., The SEED Project.
This report is specific to the proposed development sites in Ballybofey, shown in Figure 1-1, which comprise the currently vacant ‘RITZ’ building, a portion of the existing car park on Main Street and a brownfield site on Chestnut Road.
The proposed public realm scheme involves the following:
1. Construction of a contemporary extension on the footprint of the currently vacant ‘RITZ’ building while retaining its architecturally significant façade.
2. Replacement of the existing car park on Main Street with civic space comprising a playground, seating area, and water feature.
3. Construction of a multi-storey car park on the brownfield site on Chestnut Road.
The proposed layout of the public realm scheme is provided in Appendix 1.
Figure 1-1 Location of the Proposed Development Sites
Ballybofey Town Centre
2
2.0 SURFACE WATER DRAINAGE OVERVIEW
The storm water drainage design has been designed to cater for all surface water runoff from all hard surfaces in the proposed development including roadways, roofs, paved areas etc. The storm water drainage services have been designed to take account of the requirements of the Department of Environment “Recommendations for Site Development Works for Housing Areas”, 1998, the “Greater Dublin Strategic Study” and “Sewers for Adoption” published by WRC, UK.
To comply with the principles of Sustainable Urban Drainage Systems it is proposed to incorporate an Attenuation system into the surface water drainage design which will assist in minimising the impact of urbanisation by replicating the runoff characteristics of the greenfield site.
All stormwater generated on site from roadways and parking areas will discharge via Oil/Petrol Interceptor before entering the public surface water sewer. Discharge flow will be controlled by a hydrobrake flow control device which will limit flow from the site to greenfield rates. The attenuation area is designed to accommodate a 1 in 100-year storm event throughout the site.
Stormwater generated on the plaza will be dealt with at source through a permeable paving system, due to the high water table on site it is proposed that this is a tanked system which discharges slowly back to the public network
The proposed petrol interceptor will be a Class 1 Bypass type and will be installed upstream of the connection into the existing public surface water sewer. This is required as the storm water entering the system will include run-off from the roadways and parking areas throughout the site and therefore may have hydrocarbons within the flow. These hydrocarbon pollutants require removal and are not to be discharged back into the environment.
The storm drainage for the entire development has been designed using the Innovyze MicroDrainage Design Software in accordance with the Recommendations for Site Development Works for Housing Areas and the Greater Dublin Strategic Drainage Study (GDSDS).
2.1 EXISTING STORM DRAINAGE
From our review of available records, there is an existing public storm sewer network servicing the surrounding developments. An existing storm sewer runs beneath the Chestnut Road to the east of the site and travels south-east through the playing pitches, parallel to Aldi. This pipe is a 900mm concrete storm sewer pipe and flows in a south-easterly direction and appears to discharge to the River Finn. Another storm water sewer also runs underneath the alleyway linking Main Street (N15) and Chestnut Road, this is a 200mm sewer and discharges to the River Finn, it is connected to a 300mm sewer which runs under Chestnut Road between Aldi and the Proposed Site.
Please refer to Drawing Ref. 10973–2000 which outline the details of the existing storm sewer network.
3
2.2 PROPOSED STORM DRAINAGE
The storm water drainage network was designed using Innovyze MicroDrainage Design software and the following parameters formed the basis of the design:
- The surface water run-off is calculated using the Modified Rational Method (Wallingford Procedure),
Q = 2.78 x Cv x Cr x I x A
Where, Q = rate of run-off, l/s
Cv = Volumetric run-off coefficient
Cr = Routing coefficient
I = Intensity of rainfall, mm/hr
A = Impermeable Area, ha
- A design return period of 1 year has been adopted for the sewer network in accordance with good design practice.
- The rainfall intensity is based on rainfall data for Ballybofey which was obtained from Met Eireann
- Minimum self-cleansing velocity of 0.75m/s - An allowable discharge of 2l/s/ha for the site - M5-60 = 8.9 - Ratio (R) = 0.263
A dedicated storm water drainage system will be provided for the development and will pick up surface water run-off from roadways, footways, pedestrianised zones and car parking areas, this water will be directed to an attenuation tank before passing through a petrol interceptor prior to discharge.
Surface water runoff from roads and pedestrian areas throughout the site will be collected by a combination of channel drains and precast concrete gullies with lockable cast iron grating and frame connected to a piped system. There is also the potential for water to be deposited within the ground floor of the carpark from cars and the ventilation openings. With reference to the “Design Recommendations for Multi-Storey and Underground Car Parks” the quantity of water from this source is likely to be about 2 l per parking space per vehicle. This car park is to be used primarily for retail purposes therefore it is envisaged the time spent parked in the carpark will typically be in the region of 1-2 hours, however given the number of spaces to be provided the overall number of cars to use the carpark will be relatively small. As such the amount of water deposited by cars is deemed to be negligible when compared to the runoff collected at roof/ first floor level.
All sewers have been designed so that the velocities achieved fall within the limits of 0.8 and 3m/sec as set out in ‘Recommendations for Site Development Works’ as published by the Department for the Environment.
Refer to Drawing 10973-2000 which outlines the details of the proposed storm sewer network.
4
2.3 COMPLIANCE WITH THE PRINCIPLES OF SUSTAINABLE URBAN DRAINAGE SYSTEMS
The existing site is brownfield with no existing drainage or SuDS measures in place. In order to reduce the impact of surface water run-off on the surrounding areas, the proposed development will be designed in accordance with the principles of Sustainable Urban Drainage Systems (SuDS) as embodied in the recommendations of the Greater Dublin Strategic Drainage Study (GDSDS). The GDSDS addresses the issue of sustainability by requiring designs to comply with a set of drainage criteria which aim to minimise the impact of urbanisation by replicating the runoff characteristics of the greenfield site.
The requirements of SuDS are typically addressed by provision of the following:
➢ Interception storage ➢ Treatment storage (not required if interception storage is provided) ➢ Attenuation storage ➢ Long term storage (if this is not required growth rates should not be applied to QBAR)
In the case of the subject site interception and attenuation storage can be achieved by the provision of a single attenuation tank and the use of permeable paving. Growth factors will not be applied to the allowable discharge for the 100-year event. This means that both treatment storage and long-term storage (neither of which would be practical on this site) are not required. All SuDS measures will be designed in accordance with the recommendation set out in the EPA’s document entitled “Guidance on Authorisation of Discharges to Groundwater 2011”
2.3.1 Interception Storage
To increase the “time of concentration” and to reduce peak runoff rates it is proposed to implement a permeable paving system within the proposed public realm. Permeable pavements help re-establish a more natural hydrologic balance and reduce runoff volume by trapping and slowly releasing precipitation into the ground instead of allowing it to flow into storm drains and out to receiving waters as effluent. This same process also reduces the peak rates of discharge by preventing large, fast pulses of precipitation through the stormwater system. As it is envisaged that the water table will be close to the surface and infiltration rates on site will be low as a result, it is proposed to use a tanked permeable paving system and allow water to slowly discharge to the existing surface water network via a series of overflow manholes and pipes.
5
2.3.2 Attenuation Storage
A single attenuation tank will be used on site to provide storage. The tank will be located within the proposed car park footprint. As stated within the flood risk assessment the surrounding lands have been subject to flooding in the past thus an impermeable precast attenuation tank is proposed, as this will be able to withstand any potential uplift forces due to its weight and will require the least volume due to the high voids ratio (100%). Discharge flow will be controlled by a hydrobrake flow control device which will limit flow from the site to greenfield rates. The greenfield run-off rate for the site is calculated using the IH124 method.
Calculation of QBAR:
QBAR = 0.00108 x (AREA)0.89 x SAAR1.17 x SOIL2.17
Where:
• QBAR = m3/s • AREA = km2 = 0.5 • SAAR = mm = 1329 for Donegal • SOIL = soil index = 0.4
Where the site is less than 50ha, QBAR for is calculated for 50 ha and then linear interpolation is used for smaller areas:
QBAR = 0.00108 x (0.5)0.89 x 12001.17 x 0.42.17 = 0.36 m3/s
The total impermeable are for the car park site is 2,400m2, therefore for an area of 0.24 ha:
QBAR = (0.36/50) x 0.24 = 1.728 x 10-3 m3/s = 1.73 l/s
The maximum allowable outflow is therefore 1.73 l/s. As this is less than the minimum allowable discharge the discharge flow can be increased to 2m/s as set out within the GDSDS.
The attenuation storage volumes will be sized for a 100-year storm plus 10% to allow for climate change in accordance with the GDSDS. This calculation results in a required overall storage capacity of 128m3 for a one-day rainfall storm event which proved to be the critical model.
As noted within the Flood Risk Assessment, the storm sewers to which it is proposed to discharge run-off from the development have been found to surcharge during flood events on the River Finn. To combat this a non-return valve is to be fitted to the discharge manhole from the site to prevent water backing up to the proposed attenuation tank. In addition to this as the proposed storm water network for the car park will not be able to discharge to the public network whilst it is surcharged, the storage capacity of the attenuation tank has been increased. Additional capacity to cater for a 1 in 100-year 12-hour rainfall event has been added to the tank increasing its overall storage capacity to 248m3, refer to Appendix 2 and 3.
RitzBuilding
McElhinneys
Car Park
Car Park
Shop Units
Open Space
Open Space
Open Space
Aldi
Main Street
Main Street
Community Development & Planning Services
Station Island, Lifford, Co Donegal
Tel:(074)9153900 l Fax:(074)9141793 l www.donegalcoco.ie
L. Ward, Director of Community Development & Planning Services
PROJECT SCALE : 1:500DRAWN BY : S.O.DCHECKED BY : S.McC
DATE : FEBRUARY 2020DRAWING NO :REV :
BALLYBOFEY / STRANORLAR(THE SEED PROJECT)
DRAWING TITLE
SITE BACKGROUND MAP
Mh
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Mhs
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H
H
Mhs
H
Mhs
Mhs
H
Mh
Mhs
H
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Mhs
McElhinneys
Open Space
Open Space
Costcutters
Gallaghers
Aldi
Walkway
Walkw
ay
7
14
19
50
45
41
20
1up
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
Changing places Toilet facility to
LIFT
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34
56
7
UP8
910
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EXISTING ENTRANCE
PAYPOINT
PAYPOINT
ESBSUB-STATION
ENTRANCEEXIT
design specification2020
Proposed new zebracrossing to comply with currentregulations
Existing road layout to berealigned to provide right hand turning & stackinglane with required line marking
Existing footpath to bere-aligned as required to accommodate new entrance
PAYPOINT
PAYPOINT
600mm cast in-situconcrete walls withsand/cement render finish both sides
30
61
76
54
32
1
89
1011
1213
up
up
down
GROUND LEVEL APPROX 61NUMBER SPACES
Community Development & Planning Services
Station Island, Lifford, Co Donegal
Tel:(074)9153900 l Fax:(074)9141793 l www.donegalcoco.ie
L. Ward, Director of Community Development & Planning Services
PROJECT SCALE : 1:200DRAWN BY : S.O.DCHECKED BY : S.McC
DATE : AUGUST 2020DRAWING NO :REV :
BALLYBOFEY / STRANORLAR(THE SEED PROJECT)
DRAWING TITLE
Level One Car park
Tks
Mh
Mh
Mh
Mh
H
H
Mhs
H
H
H
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Mhs
Mh
17.0
M
A
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A
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N
McElhinneys
Bus StopGormley Opticians
Costcutters
Gallaghers
Car Park
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
Walkw
ay
Walkw
ay
sculpture
play area
seatingarea
waterfeature
seating
seatingcobbles
cobbles bench
bench
bench
benchbench
bench
bench
parking
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
Bus Stop
Ritz(A Cultural Hub)
Existing
Open Space
Community Development & Planning Services
Station Island, Lifford, Co Donegal
Tel:(074)9153900 l Fax:(074)9141793 l www.donegalcoco.ie
L. Ward, Director of Community Development & Planning Services
PROJECT SCALE : 1:250DRAWN BY : S.O.DCHECKED BY : S.McC
DATE : FEBRUARY 2020DRAWING NO :REV :
BALLYBOFEY / STRANORLAR(THE SEED PROJECT)
DRAWING TITLE
PROPOSED SITE LAYOUT
TOBIN Consulting Engineers Page 1Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:14 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
©1982-2018 Innovyze
1
2.000
150
150.0
16.360
15.160
15.050
16.500
4
2.001
225
66.7
16.400
14.400
14.250
10.000
16.480
14.250
14.225
16.680
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)11.000
Ver Scale 150
Hor Scale 650
3.0004.000
TOBIN Consulting Engineers Page 2Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:14 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
©1982-2018 Innovyze
2
3.000
150
40.0
16.340
15.140
14.865
11.000
4
16.400
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)11.000
Ver Scale 150
Hor Scale 650
2.0004.000
TOBIN Consulting Engineers Page 3Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:14 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
©1982-2018 Innovyze
3
4.000
150
33.0
16.280
15.080
14.580
16.500
4
16.400
MH Name
PN
Dia (mm)
Slope (1:X)
Cover Level (m)
Invert Level (m)
Length (m)
Datum (m)11.000
Ver Scale 150
Hor Scale 650
2.0003.000
TOBIN Consulting Engineers Page 1Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:16 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm
©1982-2018 Innovyze
Pipe Sizes STANDARD Manhole Sizes STANDARD
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 1 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 1.500
M5-60 (mm) 18.900 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 1.200Ratio R 0.263 PIMP (%) 100 Min Vel for Auto Design only (m/s) 0.75
Maximum Rainfall (mm/hr) 50 Add Flow / Climate Change (%) 0 Min Slope for Optimisation (1:X) 250Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 0.200
Designed with Level Soffits
Network Design Table for Storm
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
2.000 16.500 0.110 150.0 0.030 5.00 0.0 0.600 o 150 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
2.000 44.42 5.34 15.160 0.030 0.0 0.0 0.0 0.82 14.5 3.6
TOBIN Consulting Engineers Page 2Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:16 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Network Design Table for Storm
©1982-2018 Innovyze
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
3.000 11.000 0.275 40.0 0.050 5.00 0.0 0.600 o 150 Pipe/Conduit
4.000 16.500 0.500 33.0 0.030 5.00 0.0 0.600 o 150 Pipe/Conduit
2.001 10.000 0.150 66.7 0.120 0.00 0.0 0.600 o 225 Pipe/Conduit2.002 5.000 0.025 200.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
3.000 45.09 5.11 15.140 0.050 0.0 0.0 0.0 1.60 28.2 6.1
4.000 44.97 5.16 15.080 0.030 0.0 0.0 0.0 1.76 31.1 3.7
2.001 44.11 5.44 14.400 0.230 0.0 0.0 0.0 1.60 63.8 27.52.002 43.84 5.53 14.250 0.230 0.0 0.0 0.0 0.92 36.6 27.5
TOBIN Consulting Engineers Page 3Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:16 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Manhole Schedules for Storm
©1982-2018 Innovyze
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
1 16.360 1.200 Open Manhole 1200 2.000 15.160 150
2 16.340 1.200 Open Manhole 1200 3.000 15.140 150
3 16.280 1.200 Open Manhole 1200 4.000 15.080 150
4 16.400 2.000 Open Manhole 1200 2.001 14.400 225 2.000 15.050 150 575
3.000 14.865 150 390
4.000 14.580 150 105
5 16.480 2.230 Open Manhole 1200 2.002 14.250 225 2.001 14.250 225
16.680 2.455 Open Manhole 0 OUTFALL 2.002 14.225 225
TOBIN Consulting Engineers Page 4Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:16 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
PIPELINE SCHEDULES for Storm
Upstream Manhole
©1982-2018 Innovyze
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
2.000 o 150 1 16.360 15.160 1.050 Open Manhole 1200
3.000 o 150 2 16.340 15.140 1.050 Open Manhole 1200
4.000 o 150 3 16.280 15.080 1.050 Open Manhole 1200
2.001 o 225 4 16.400 14.400 1.775 Open Manhole 12002.002 o 225 5 16.480 14.250 2.005 Open Manhole 1200
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
2.000 16.500 150.0 4 16.400 15.050 1.200 Open Manhole 1200
3.000 11.000 40.0 4 16.400 14.865 1.385 Open Manhole 1200
4.000 16.500 33.0 4 16.400 14.580 1.670 Open Manhole 1200
2.001 10.000 66.7 5 16.480 14.250 2.005 Open Manhole 12002.002 5.000 200.0 16.680 14.225 2.230 Open Manhole 0
TOBIN Consulting Engineers Page 5Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:16 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Area Summary for Storm
©1982-2018 Innovyze
PipeNumber
PIMPType
PIMPName
PIMP(%)
GrossArea (ha)
Imp.Area (ha)
Pipe Total(ha)
2.000 - - 100 0.030 0.030 0.0303.000 - - 100 0.050 0.050 0.0504.000 - - 100 0.030 0.030 0.0302.001 - - 100 0.120 0.120 0.1202.002 - - 100 0.000 0.000 0.000
Total Total Total0.230 0.230 0.230
TOBIN Consulting Engineers Page 1Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm
©1982-2018 Innovyze
Pipe Sizes STANDARD Manhole Sizes STANDARD
FSR Rainfall Model - Scotland and IrelandReturn Period (years) 1 Foul Sewage (l/s/ha) 0.000 Maximum Backdrop Height (m) 1.500
M5-60 (mm) 18.900 Volumetric Runoff Coeff. 0.750 Min Design Depth for Optimisation (m) 1.200Ratio R 0.263 PIMP (%) 100 Min Vel for Auto Design only (m/s) 0.75
Maximum Rainfall (mm/hr) 50 Add Flow / Climate Change (%) 0 Min Slope for Optimisation (1:X) 250Maximum Time of Concentration (mins) 30 Minimum Backdrop Height (m) 0.200
Designed with Level Soffits
Network Design Table for Storm
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
2.000 16.500 0.110 150.0 0.030 5.00 0.0 0.600 o 150 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
2.000 44.42 5.34 15.160 0.030 0.0 0.0 0.0 0.82 14.5 3.6
TOBIN Consulting Engineers Page 2Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Network Design Table for Storm
©1982-2018 Innovyze
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
3.000 11.000 0.275 40.0 0.050 5.00 0.0 0.600 o 150 Pipe/Conduit
4.000 16.500 0.500 33.0 0.030 5.00 0.0 0.600 o 150 Pipe/Conduit
2.001 10.000 0.150 66.7 0.120 0.00 0.0 0.600 o 225 Pipe/Conduit2.002 5.000 0.025 200.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
3.000 45.09 5.11 15.140 0.050 0.0 0.0 0.0 1.60 28.2 6.1
4.000 44.97 5.16 15.080 0.030 0.0 0.0 0.0 1.76 31.1 3.7
2.001 44.11 5.44 14.400 0.230 0.0 0.0 0.0 1.60 63.8 27.52.002 43.84 5.53 14.250 0.230 0.0 0.0 0.0 0.92 36.6 27.5
TOBIN Consulting Engineers Page 3Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Manhole Schedules for Storm
©1982-2018 Innovyze
MHName
MHCL (m)
MHDepth(m)
MHConnection
MHDiam.,L*W
(mm)PN
Pipe OutInvert
Level (m)Diameter(mm)
PNPipes InInvert
Level (m)Diameter(mm)
Backdrop(mm)
1 16.360 1.200 Open Manhole 1200 2.000 15.160 150
2 16.340 1.200 Open Manhole 1200 3.000 15.140 150
3 16.280 1.200 Open Manhole 1200 4.000 15.080 150
4 16.400 2.000 Open Manhole 1200 2.001 14.400 225 2.000 15.050 150 575
3.000 14.865 150 390
4.000 14.580 150 105
5 16.480 2.230 Open Manhole 1200 2.002 14.250 225 2.001 14.250 225
16.680 2.455 Open Manhole 0 OUTFALL 2.002 14.225 225
TOBIN Consulting Engineers Page 4Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
PIPELINE SCHEDULES for Storm
Upstream Manhole
©1982-2018 Innovyze
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
2.000 o 150 1 16.360 15.160 1.050 Open Manhole 1200
3.000 o 150 2 16.340 15.140 1.050 Open Manhole 1200
4.000 o 150 3 16.280 15.080 1.050 Open Manhole 1200
2.001 o 225 4 16.400 14.400 1.775 Open Manhole 12002.002 o 225 5 16.480 14.250 2.005 Open Manhole 1200
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
2.000 16.500 150.0 4 16.400 15.050 1.200 Open Manhole 1200
3.000 11.000 40.0 4 16.400 14.865 1.385 Open Manhole 1200
4.000 16.500 33.0 4 16.400 14.580 1.670 Open Manhole 1200
2.001 10.000 66.7 5 16.480 14.250 2.005 Open Manhole 12002.002 5.000 200.0 16.680 14.225 2.230 Open Manhole 0
TOBIN Consulting Engineers Page 5Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Area Summary for Storm
©1982-2018 Innovyze
PipeNumber
PIMPType
PIMPName
PIMP(%)
GrossArea (ha)
Imp.Area (ha)
Pipe Total(ha)
2.000 - - 100 0.030 0.030 0.0303.000 - - 100 0.050 0.050 0.0504.000 - - 100 0.030 0.030 0.0302.001 - - 100 0.120 0.120 0.1202.002 - - 100 0.000 0.000 0.000
Total Total Total0.230 0.230 0.230
TOBIN Consulting Engineers Page 6Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2018 Innovyze
Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 1 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 18.900 Cv (Summer) 0.750
Region Scotland and Ireland Ratio R 0.263 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0 DTS Status ON Inertia Status OFFAnalysis Timestep Fine DVD Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 30, 60, 240, 480, 720
Return Period(s) (years) 30, 100Climate Change (%) 10, 20
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s)
2.000 1 720 Winter 100 +20% 100/480 Winter 15.825 0.515 0.000 0.11 1.43.000 2 720 Winter 100 +20% 100/480 Winter 15.826 0.536 0.000 0.09 2.44.000 3 720 Winter 100 +20% 100/480 Winter 15.825 0.595 0.000 0.05 1.4
TOBIN Consulting Engineers Page 7Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2018 Innovyze
PNUS/MHName Status
LevelExceeded
2.000 1 SURCHARGED3.000 2 SURCHARGED4.000 3 SURCHARGED
TOBIN Consulting Engineers Page 8Fairgreen House 10973Fairgreen Road Ballybofey - StranolarGalway SEED ProjectDate 15/09/2020 13:17 Designed by SBFile 10973 - Microdrainage Storm - 2 day Model... Checked by MFMicro Drainage Network 2018.1.1
Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2018 Innovyze
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
2.001 4 720 Winter 100 +20% 30/30 Summer 15.824 1.199 0.000 0.03 1.7 SURCHARGED2.002 5 720 Winter 100 +20% 14.287 -0.188 0.000 0.06 1.7 OK
PNUS/MHName
LevelExceeded
2.001 42.002 5
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TOBIN Consulting Engineers @tobinengineers
Galway
Fairgreen House, Fairgreen Road, Galway, H91 AXK8, Ireland. Tel: +353 (0)91 565 211
Dublin Block 10-4, Blanchardstown Corporate Park, Dublin 15, D15 X98N, Ireland. Tel: +353 (0)1 803 0406
Castlebar Market Square, Castlebar, Mayo, F23 Y427, Ireland. Tel: +353 (0)94 902 1401
Mh
Mh
Mhs
H
H
H
Mhs
H
Mhs
Mhs
H
Mh
Mhs
H
Mhs
Mh
Mh
Mh
Mhs
H
Mhs
Mhs
17.0
McElhinneys
Bus Stop
Costcutters
Gallaghers
Aldi
up
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
LIFT
12
34
56
7
UP8
910
1112
13
PAYPOINT
76
54
32
1
89
1011
1213
up
up
GROUND LEVEL APPROX 61NUMBER SPACES
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
P. de Arq. Enrique Guerrero Hernández.P. de Arq. Adrian A. Romero Arguelles.P. de Arq. Francisco Espitia Ramos.P. de Arq. Hugo Suárez Ramírez.
S 16.300S 16.335
S 16.382
S 16.361
S 16.342
S 16.310
S 16.225
S 15.885
S 15.889
S 16.315
S 16.380
S 16.008
S 16.300
S1
CL+17.50
IL +16.75
S3
CL+17.10
IL +TBC
S4
CL+16.36
IL +15.76
S5
CL+16.31
IL +15.65
S7
CL+16.28
IL +15.78
S8
CL+16.00
IL +15.50
S6
CL+16.34
IL +15.60
Ex S1
CL+15.48
IL +14.58
Ex S4
CL+16.62
IL +14.52
Ex S3
CL+16.66
IL +15.07
Ex S2
CL+16.58
IL +14.88
2
0
0
m
m
Ø
S
T
O
R
M
3
0
0
m
m
Ø
S
T
O
R
M
S9
CL+16.40
IL +15.30
S10
CL+16.48
IL +15.18
S
2
.
0
0
0
1
5
0
m
m
Ø
1
/
1
5
0
(
1
6
.
5
0
m
)
PROPOSED 31m x 10m x
0.8mm DEEP
IMPERMEABLE
PRECAST CONCRETE
ATTENUATION TANK.
TO PROVIDE A TOTAL
STORAGE CAPACITY OF
248m
3
. TWL +16.00m
PROPOSED CLASS 1
BYPASS PETROL
INTERCEPTOR SUITABLE
FOR AND IMPERMEABLE
AREA OF 2400m
2
,
KINGSPAN KLARGESTER
NSBP003 OR SIMILAR
S
3
.
0
0
0
1
5
0
m
m
Ø
1
/
5
0
(
1
1
.
0
0
m
)
S
4
.
0
0
0
1
5
0
m
m
Ø
1
/
6
0
(
1
6
.
5
0
m
)
S
2
.
0
0
1
1
5
0
m
m
Ø
1
/
1
5
0
(
1
4
.
5
0
m
)
I
.
L
.
+
1
5
.
5
5
S
4
.
0
0
1
1
5
0
m
m
Ø
1
/
1
5
0
(
1
4
.
5
0
m
)
I
.
L
.
+
1
5
.
4
0
MANHOLE TO BE FITTED
WITH NON RETURN
VALVE
MANHOLE TO BE FITTED
WITH HYDROBRAKE OR
SIMILAR APPROVED
FLOW RESTRICTOR
DEVICE LIMITING
DISCHARGE TO 2L/s
Ex S5
CL+15.07
IL +13.78
G
G
PROPOSED FILTER DRAIN
WITH OVERFLOW TO
DISCHARGE
CONTROLLED FLOW TO
EXISTING STORM WATER
SEWER
S
2
.
0
0
1
2
0
0
m
m
Ø
1
/
2
0
0
(
7
.
4
9
m
)
G
G
G
G
G
G
G
G
G
G
S
1
.
0
0
0
1
5
0
m
m
Ø
1
/
1
5
0
(
6
9
.
5
8
m
)
Ex F2
CL+16.61
IL +14.09
Ex F1
CL+
IL +
Ex F3
CL+16.29
IL +14.94
Ex F4
CL+16.36
IL +14.24
Ex F5
CL+16.56
IL +14.09
N
E
E
S
E
S
S
W
W
N
W
N
DECLAN CUNNINGHAM 2004
N O T E S :
1. FIGURED DIMENSIONS ONLY TO BE TAKEN
FROM THIS DRAWING.
2. ALL DRAWINGS TO BE CHECKED BY THE
CONTRACTOR ON SITE
3. ENGINEER/EMPLOYERS REPRESENTATIVE, AS
APPROPRIATE, TO BE INFORMED BY THE
CONTRACTOR OF ANY DISCREPANCIES
BEFORE ANY WORK COMMENCES
4. THE CONTRACTOR SHALL UNDERTAKE A
THOROUGH CHECK FOR THE ACTUAL
LOCATION OF ALL SERVICES/UTILITIES,
ABOVE AND BELOW GROUND, BEFORE ANY
WORK COMMENCES
5. ALL LEVELS SHOWN RELATE TO ORDNANCE
SURVEY DATUM AT MALIN HEAD
Ordnance Survey Ireland Licence number EN 0016020. © Ordnance Survey Ireland Government of Ireland
Client:
Project:
Title:
Scale @ A1:
Prepared by: Checked: Date:
Project Director:
Drawing No.:
Revision:
Rev Date
Description
By
Chkd.
Drawing Status:
Galway Office
Fairgreen House, Fairgreen Road,
Galway,
H91 AXK8,
Ireland.
Tel: +353 (0)91 565 211
www.tobin.ie
TOBIN
C O N S U L T I N G E N G I N E E R S
SEED Project
Ballybofey - Stranorlar
Co. Donegal
Proposed Storm Water
Drainage Layout
1:250
SB MF September 20
M McDonnell
Planning
10973-2000 A
A 15.09.2020
Issue for Planning
SB MF
LEGEND:
PROPOSED STORM SEWER
AND MANHOLE
EXISTING STORM SEWER
AND MANHOLE
PROPOSED CHANNEL DRAIN
PROPOSED ROAD GULLY
PROPOSED PRECAST
CONCRETE ATTENUATION
TANK
PROPOSED LOAD CATEGORY
3 CLIMA-PAVE OR SIMILAR
PERMEABLE PAVING
PROPOSED BYPASS PETROL
INTERCEPTOR
EXISTING FOUL SEWER AND
MANHOLE
S1
CL+17.50
IL +16.75
Ex S5
CL+15.07
IL +13.78
G
Ex F5
CL+15.07
IL +13.78
150 150
450 Ø
450 M
IN
.
CHAIN
RODDING EYE FIXED
WITH STOPPER AND
GALVANIZED
PRECAST CONCRETE
GULLY TO COMPLY WITH
BS5911
FINISH AS
SPECIFIED
CONCRETE SURROUND TO
SADDLE CONNECTION OF
GULLY SPUR LINE INTO
MAIN STORMWATER LINE
150Ø PIPE AT NOT LESS
THAN 1:100 FALL ENCASED
IN 150 MIN. CONCRETE
WHERE COVER IS LESS
THAN 1.2m
CROSS FALL
150150
150
CONCRETE KERB320 MIN.
450 M
IN
.
TR
AF
FIC
D
IR
EC
TIO
N
CLASS D 400 (IS/EN 124) C.I. GULLY
GRATING & FRAME BEDDED IN
MORTAR
GULLIES TO BE HINGED AT RIGHT
ANGLES TO KERB LINE SO THEY
CLOSE WITH DIRECTION OF TRAFFIC
WITH SLOTS AT RIGHT ANGLES TO
KERB.
TYPICAL SECTION THROUGH
PRECAST ROAD GULLY
GRATING PLAN
B
A
MAXIMUM
PIPE
DIAMETER
A
375 TO 450
TABLE J
LESS THAN 375
CHAMBER
INTERNAL
DIAMETER
B
1200
500 TO 750
1350
1500
MANHOLE TYPE J
1m < DEPTH TO CROWN < 3m
15
00
M
AX
50
0
24
MIN
.
13
FLOW
DIRECTION
HANDHOLD 17
22
5
SECTION
SCALE: 1:
J1
50
7,17,22
2
SEE COMMON
DETAILS
600 MIN.
VARIES SEE TABLE J
11,22
23
21
12
12
18
10
GEOTEXTILE AND
SC MEMBRANE
BROUGHT UP TO
TOP OF HAUNCHED
KERB AND CUT OFF
FLUSH WITH
SURFACE OF
BLOCKS.
50mm. THICK 5mm.
SINGLE SIZED
CRUSHED
AGGREGATE
100mm. THICK
20-5mm. SUB-BASE
STONE
SC INTERGRID
CONCRETE BLOCK PERVIOUS PAVEMENT.
GEOTEXTILE FILTER
FABRIC.
150mm DEEP HYDRAWAY
FIN DRAIN LENGTH AS
SHOWN ON LAYOUT
MEMBRANE TO BE SEALED
ARROUND PIPE USING TOP
HAT SEAL
63-10mm. SUB-BASE STONE (DEPTH 275mm.).
HYDRAWAY FIN DRAIN
CONNECTED TO 110mm PVC-U
PIPE WITH TOP HAT SEAL
100mm DIA
OUTLET PIPE
TYPICAL PERMEABLE PAVING
DETAIL
DETAIL
SCALE: 1:
U
- -
10
FILTER DRAIN
300
600
200
TERRAM 1000 OR SIMILAR
GEOTEXTILE SEPARATION LAYER
200mm LAYER OF CLAUSE 804
MATERIAL
SINGLE SIZE
STONE FILL.
EXISTING SOIL
150mm Ø uPVC
PERFORATED LAND
DRAINAGE PIPE
DETAIL
SCALE: 1:
M
- -
25
NOTE: IF COVER IS LESS THAN THESE FIGURES PIPE TO
BE FULLY ENCASED IN CONCRETE AS PER DETAIL
N.
UNDER ROADS /
HARDSTANDINGS /
FOOTPATHS
UNDER LANDSCAPED AREAS
PIPE
SIZE 'A' (mm)
100
< 80 RISING MAIN
150
200
250
300
WIDTH OF TRENCH
'B' (mm)
350
500
SEE NOTE J.
600
600
750
750
750
TRENCH BACKFILL AND BEDDING
*
*
30
0
E.
MIN. TRENCH WIDTH - 'B'
TRENCH BACKFILLING AND BEDDING NOTES:
A. ALL DIMENSIONS ARE IN MILLIMETRES (mm) UNLESS NOTED OTHERWISE.
B. THE MINIMUM DEPTH OF COVER FROM THE FINISHED SURFACE TO THE CROWN OF GRAVITY PIPES WITHOUT PROTECTION SHOULD BE AS FOLLOWS:
B.1. GARDENS AND PATHWAYS WITHOUT ANY POSSIBILITY OF VEHICULAR ACCESS - DEPTH NOT LESS THAN 0.5 M. (THIS WOULD NORMALLY RELATE TO DRAINS IN
PRIVATE PROPERTY, SHALLOW PIPES OF THIS NATURE ARE UNDESIRABLE AND SHOULD BE INSTALLED IN ACCORDANCE WITH THE CURRENT BUILDING
REGULATIONS).
B.2. DRIVEWAYS, PARKING AREAS AND YARDS WITH HEIGHT RESTRICTIONS TO PREVENT ENTRY BY VEHICLES WITH A GROSS VEHICLE WEIGHT IN EXCESS OF 7.5
TONNES - DEPTH NOT LESS THAN 0.75 M.
B.3. DRIVEWAYS, PARKING AREAS AND NARROW STREETS WITHOUT FOOTWAYS (E.G. MEWS DEVELOPMENTS) WITH LIMITED ACCESS FOR VEHICLES WITH A GROSS
VEHICLE WEIGHT IN EXCESS OF 7.5 TONNES - DEPTH NOT LESS THAN 0.9 M.
B.4. DEPTHS OF SEWERS IN GATED ESTATES SHALL BE SIMILAR TO THAT OUTLINED ABOVE. AGRICULTURAL LAND AND PUBLIC OPEN SPACE - DEPTH NOT LESS THAN
0.9 M.
B.5. OTHER HIGHWAYS AND PARKING AREAS WITH UNRESTRICTED ACCESS TO VEHICLES WITH A GROSS VEHICLE WEIGHT IN EXCESS OF 7.5 TONNES - DEPTH NOT
LESS THAN 1.2m.
C. CLAUSE 808 MATERIAL IN ACCORDANCE WITH THE NATIONAL ROADS AUTHORITY SPECIFICATION FOR ROAD WORKS IS TO BE USED AS BACKFILL MATERIAL WHERE
THE SEWER MAIN IS LOCATED IN ROADS, FOOTPATHS OR WHEN THE NEAREST PART OF THE TRENCH IS WITHIN 1m OF THE PAVED EDGE OF THE ROADWAY. CLAUSE
808 IS TO BE COMPACTED AS PER CLAUSE 802 OF THE NATIONAL ROADS AUTHORITY SPECIFICATION FOR ROAD WORKS.
D. SELECTED EXCAVATED MATERIAL MAY BE USED IN GREEN-FIELD AREAS ABOVE GRANULAR PIPE SURROUND MATERIAL SUBJECT TO THE APPROVAL OF IRISH
WATER.
E. PIPE BEDDING SHALL COMPLY WITH WIS 4-08-02 AND IGN 4-08-01 GRANULAR MATERIAL SHALL BE 14mm TO 5mm GRADED AGGREGATE OR 10mm SINGLE SIZED
AGGREGATE IS EN 13242. CONCRETE BED, HAUNCH & SURROUND, WHERE REQUIRED, SHALL BE TO STD-WW-08.
F. IN SOFT GROUND CONDITIONS (CBR < 5) THE MATERIAL SHOULD BE EXCAVATED AND DISPOSED OF IN ACCORDANCE WITH THE WASTE MANAGEMENT ACT AND
CLAUSE 808 MATERIAL IN ACCORDANCE WITH THE NATIONAL ROADS AUTHORITY SPECIFICATION FOR ROAD WORKS SHALL REPLACE THE EXCAVATED MATERIAL,
WRAPPED IN GEO-TEXTILE WRAPPING. ALTERNATIVELY, SPECIAL PIPE SUPPORT ARRANGEMENTS, INCLUDING PILING ETC. MAY BE REQUIRED WHERE THE DEPTH OF
SOFT MATERIAL IS EXCESSIVE. SUCH ARRANGEMENTS SHALL BE SUBJECT TO ASSESSMENT BY IRISH WATER BEFORE ADVANCING WITH THE WORK.
G. IN GREEN FIELD AREAS, TYPE B BACKFILL (SELECTED EXCAVATED MATERIAL) WILL BE ALLOWED ABOVE THE SIDE HAUNCH GRANULAR MATERIAL IN THE CASE OF
RIGID PIPES. A GRANULAR SURROUND OF A MINIMUM DEPTH OF 150mm ABOVE THE CROWN OF THE PIPE IS REQUIRED FOR FLEXIBLE PIPES , AND TYPE B MATERIAL
MAY BE USED AS BACKFILL ABOVE THIS. ALL RISING MAINS IN GREENFIELD AREAS SHALL HAVE A MINIMUM COVER OF 300mm OF GRANULAR MATERIAL ABOVE THE
EXTERNAL CROWN OF THE PIPE.
H. PIPES SHALL NOT BE SUPPORTED ON STONES, ROCKS OR ANY HARD OBJECTS AT ANY POINT ALONG THE TRENCH. ROCK SHALL BE EXCAVATED TO A DEPTH OF
150mm BELOW THE ACTUAL DEPTH OF THE TRENCH WITH THE VOID FILLED WITH CLAUSE 808 MATERIAL IN ACCORDANCE WITH THE NATIONAL ROADS AUTHORITY
SPECIFICATION FOR ROAD WORKS. THE GRANULAR MATERIAL SHALL BE LAID ABOVE THIS VOID BACKFILL MATERIAL.
I. NON DEGRADABLE MARKER TAPE SHOULD BE INSTALLED AT TOP OF PIPE BEDDING LAYER. IN THE CASE OF NON METAL PIPE MATERIAL, THE MARKER TAPE SHOULD
INCORPORATE A TRACE WIRE WHICH IS LINKED TO FITTINGS AND TERMINATED AT THE WASTE WATER PUMPING STATION AND THE DISCHARGE MANHOLE.
J. TRENCH WIDTHS FOR PIPE SIZES Ø80mm MAY BE <500mm, SUBJECT TO CONSIDERATION BEING GIVEN TO THE TRENCH DEPTH, HEALTH & SAFETY & CONSTRUCTION
ACCESS REQUIREMENTS.
SE
E N
OT
E B
C.
I.
PIPIE DIA. - 'A'
VA
RIE
S S
EE
N
OT
E G
E.
MIN. TRENCH WIDTH - 'B'
'C
'
SE
E N
OT
E B
D.
I.
PIPIE DIA. - 'A'
DEPTH OF REINSTATED
TOPSOIL TO MATCH EXISTING.
400 900
450 900
PIPE
SIZE 'A' (mm)
150 - 450
< 100
DEPTH OF BEDDING
'C' (mm)
200
100
N O T E S :
1. FIGURED DIMENSIONS ONLY TO BE TAKEN
FROM THIS DRAWING.
2. ALL DRAWINGS TO BE CHECKED BY THE
CONTRACTOR ON SITE
3. ENGINEER/EMPLOYERS REPRESENTATIVE, AS
APPROPRIATE, TO BE INFORMED BY THE
CONTRACTOR OF ANY DISCREPANCIES
BEFORE ANY WORK COMMENCES
4. THE CONTRACTOR SHALL UNDERTAKE A
THOROUGH CHECK FOR THE ACTUAL
LOCATION OF ALL SERVICES/UTILITIES,
ABOVE AND BELOW GROUND, BEFORE ANY
WORK COMMENCES
5. ALL LEVELS SHOWN RELATE TO ORDNANCE
SURVEY DATUM AT MALIN HEAD
Client:
Project:
Title:
Scale @ A1:
Prepared by: Checked: Date:
Project Director:
Drawing No.:
Revision:
Rev Date
Description
By
Chkd.
Drawing Status:
Galway Office
Fairgreen House, Fairgreen Road,
Galway,
H91 AXK8,
Ireland.
Tel: +353 (0)91 565 211
www.tobin.ie
TOBIN
C O N S U L T I N G E N G I N E E R S
SEED Project
Ballybofey - Stranorlar
Co. Donegal
Standard Details
As Shown
SB MF September 20
M McDonnell
Planning
10793-2001 A
A 16.09.2020
Issue for Planning
SB MF
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