with sustainable urban drainage systems surface water

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.

Appendix 1 – Proposed Public Realm Scheme Layout

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

AutoCAD SHX Text

Tks

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BALLYBOFEY

AutoCAD SHX Text

Car Park

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Mhs

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H

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H

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H

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17.0

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BM 19.30

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MAIN STREET

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MAIN STREET

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MAIN

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MAIN

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LOWER STREET

AutoCAD SHX Text

LOWER STREET

AutoCAD SHX Text

St. Vincents Close

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St. Vincents Close

AutoCAD SHX Text

BACK LANE

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BACK LANE

Mh

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H

H

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Open Space

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Costcutters

Gallaghers

Aldi

Walkway

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ay

7

14

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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.


Changing places Toilet facility to

LIFT

12

34

56

7

UP8

910

1112

13

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






DATE : AUGUST 2020DRAWING NO :REV :


DRAWING TITLE

Level One Car park

Tks

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H

H

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H

H

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M

A

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N

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Bus StopGormley Opticians

Costcutters

Gallaghers

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Walkw

ay

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ay

sculpture

play area

seatingarea

waterfeature

seating

seatingcobbles

cobbles bench

bench

bench

benchbench

bench

bench

parking




Bus Stop

Ritz(A Cultural Hub)

Existing

Open Space






DATE : FEBRUARY 2020DRAWING NO :REV :


DRAWING TITLE

PROPOSED SITE LAYOUT

Appendix 2 – Storm Microdrainage Model

Long sections

Model Parameters

Results

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



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



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


STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Storm


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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


Manhole Schedules for Storm


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert

Level (m)Diameter(mm)

PNPipes InInvert


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


PIPELINE SCHEDULES for Storm

Upstream Manhole


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


Area Summary for Storm


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


STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Storm


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


PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


2.000 16.500 0.110 150.0 0.030 5.00 0.0 0.600 o 150 Pipe/Conduit


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




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


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


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


Manhole Schedules for Storm


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert


PNPipes InInvert


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


PIPELINE SCHEDULES for Storm

Upstream Manhole


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


Area Summary for Storm


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


Summary of Critical Results by Maximum Level (Rank 1) for Storm


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




PNUS/MHName Status

LevelExceeded

2.000 1 SURCHARGED3.000 2 SURCHARGED4.000 3 SURCHARGED




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

www.tobin.ie

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



LIFT

12

34

56

7

UP8

910

1112

13

PAYPOINT

76

54

32

1

89

1011

1213

up

up

GROUND LEVEL APPROX 61NUMBER SPACES
















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

AutoCAD SHX Text

TOBIN Consulting Engineers will not be liable for any use of this document for any purpose other than that for which it was originally prepared and provided. Except where specifically and explicitly agreed in writing by TOBIN Consulting Engineers, as copyright holder, no part of this document may be reproduced or transmitted in any form and this document shall not be relied upon by any third party for any purpose.

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

AutoCAD SHX Text

A1 SCALE 1:25

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

A1 SCALE 1:20

AutoCAD SHX Text

TOBIN Consulting Engineers will not be liable for any use of this document for any purpose other than that for which it was originally prepared and provided. Except where specifically and explicitly agreed in writing by TOBIN Consulting Engineers, as copyright holder, no part of this document may be reproduced or transmitted in any form and this document shall not be relied upon by any third party for any purpose.

with sustainable urban drainage systems surface water

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