LYREEN VIEW APARTMENTS, MILL STR EET , MAYNOOTH...storm duration periods of 15 minutes to 10080 minutes. The industry recognised simulation software WinDes has been used to analyse

rpsgroup.com

LYREEN VIEW APARTMENTS, MILL STREET , MAYNOOTH Drainage Assessment

IBE1366

Lyreen View Drainage

Assessment

6

03th July 2019

REPORT

IBE1366 | Lyreen View Drainage Assessment | 6 | 03th July 2019

rpsgroup.com Page ii

Document status

Version Purpose of document Authored by Reviewed by Approved by Review date

2 Final D. Fisher M. Dineen B. Malone March 2018

3 Final D. Fisher M. Dineen B. Malone May 2018

4 Final D. Fisher M. Dineen B. Malone June 2018

5 Final D. Fisher M. Logan B. Malone May 2019

6 Final D. Fisher M. Logan B. Malone June 2019

7 Final D. Fisher M. Logan B. Malone July 2019

8 Final D. Fisher M. Logan B. Malone Sept 2019

Approval for issue

[Name] [Signature] [Date]

This report was prepared by RPS Consulting Engineers Limited (‘RPS’) within the terms of its engagement and in direct response to

a scope of services. This report is strictly limited to the purpose and the facts and matters stated in it and does not apply directly or

indirectly and must not be used for any other application, purpose, use or matter. In preparing the report, RPS may have relied upon

information provided to it at the time by other parties. RPS accepts no responsibility as to the accuracy or completeness of

information provided by those parties at the time of preparing the report. The report does not take into account any changes in

information that may have occurred since the publication of the report. If the information relied upon is subsequently determined to

be false, inaccurate or incomplete then it is possible that the observations and conclusions expressed in the report may have

changed. RPS does not warrant the contents of this report and shall not assume any responsibility or liability for loss whatsoever to

any third party caused by, related to or arising out of any use or reliance on the report howsoever. No part of this report, its

attachments or appendices may be reproduced by any process without the written consent of RPS. All enquiries should be directed

to RPS.

Prepared by: Prepared for:

RPS Comer Property

Donnla Fisher

Project Engineer

David Reilly

Architect

Elmwood House

74 Boucher Road, Belfast

Co. Antrim BT12 6RZ

REPORT


rpsgroup.com Page iii

T +44 2890 667 914

E [email protected]

Contents

1 INTRODUCTION ........................................................................................................................... 1 2 OVERVIEW OF SITE & PROPOSED DEVELOPMENT .............................................................. 2 2.1 Overview of Site ............................................................................................................................ 2 2.2 The Proposed Development ......................................................................................................... 2 2.3 Existing Drainage Infrastructure .................................................................................................... 3 2.3.1 Kildare County Council – Water services ...................................................................................... 4 3 DRAINAGE ASSESSMENT ......................................................................................................... 6 3.1 Storm Water Discharge ................................................................................................................. 6 3.2 Storm Water Mitigation Measures ................................................................................................. 7 3.3 Wastewater Discharge .................................................................................................................. 7 4 CONCLUSIONS ............................................................................................................................ 8

Figures

Figure 1.1 Location Map ............................................................................................................................. 1

Figure 2.1 Aerial Site Photo ........................................................................................................................ 2

Figure 2.2 Proposed Site Layout................................................................................................................ 3

Figure 2.3 Comparison between pre-excavation & proposed 1% AEP flood extents .......................... 5

Appendices

Appendix A Irish Water Correspondence

Appendix B Storm Water Calculations

Appendix C Foul Sewerage Calculations

Appendix D Proposed Water and Waste Water Layouts

REPORT


rpsgroup.com Page 1

1 INTRODUCTION RPS were commissioned by Ladas Property Company to carry out a Drainage Assessment (DA) in

relation to a proposed housing development at a site off Mill Street, Maynooth, County Kildare.

The site is located in the centre of Maynooth, to the rear of St. Mary’s Roman Catholic Church. It is

situated adjacent to the Lyreen River. Figure 1.1 shows the location of the site. The proposal is to

construct residential apartments with ground floor commercial units and car parking amenities on the site.

As the proposed development has more than 100 residential units it is considered a Strategic Housing

Development and the planning application will be made directly to An Bord Pleanála. The application

must detail proposals for flood risk and surface water management. This report will address the

management of the increased surface water generated by the development.

Figure 1.1 Location Map

REPORT


rpsgroup.com Page 2

2 OVERVIEW OF SITE & PROPOSED DEVELOPMENT

2.1 Overview of Site

The site currently consists of waste ground of approximately 1.05ha in area. An aerial photo of the site is

shown in Figure 2.1, with the approximate site boundary marked on in red. The site is bound by Mill

Road and St Marys Church on the east, the Lyreen River flows adjacent to the site to the south and west

and waste ground to the north.

Planning permission was previously granted for a housing scheme on the site (Planning reference

05/2420). This development was commenced in 2008/2009, with excavation works undertaken on the site

which significantly reduced the existing ground levels, before construction was halted.

Figure 2.1 Aerial Site Photo

2.2 The Proposed Development

An application is currently being presented to An Bord Pleanála a development comprising of 120

domestic units, a crèche, a café / restaurant and 3no. office units with parking provision at basement

level. The proposed layout is shown in Figure 2.2

REPORT


rpsgroup.com Page 3

Figure 2.2 Proposed Site Layout

2.3 Existing Drainage Infrastructure

A Pre-Connection Enquiry was submitted to Irish Water for the development requesting information on

the existing public water and sewerage services within the boundary of the site and its immediate

surrounds to establish if there is capacity within the existing Irish Water network.

A response was received form Irish Water on 14th September 2017. A copy of the Pre-Connection

Enquiry application and response can be found within Appendix A. The response indicated that there

proposed connection to the Irish Water network can be facilitated; however, it advised that the availability

of capacity does not constitute an offer of connection and that before submitting planning application Irish

Water be consulted again.

More detailed calculations and layouts were submitted to Irish water and a letter of acceptance for the

scheme was received on 3rd July 2019 (Appendix A).

REPORT


rpsgroup.com Page 4

In response to the comments from An Bord Pleanála in October 2018 a number of revisions to the

development were made. Irish Water advised that, provided the number of housing units did not increase,

a new application would not be required but new layouts would require approval. The final water and

wastewater infrastructure layouts were submitted to Irish Water from approval in May 2019 and we are

awaiting a response.

2.3.1 Kildare County Council – Water services

An open watercourse, the Lyreen River, is located to the South of the site. The site is presently estimated

to be at risk of flooding from fluvial events with a frequency of 10% Annual Exceedance Probability (AEP)

and greater; as identified during the Eastern Catchment-based Flood Risk Assessment and Management

(CFRAM) Study. A comparison between existing and proposed flood extents is shown below in Figure

2.3.

In accordance with the Greater Dublin Strategic Drainage Study, storm water from the site will be

attenuated to post development greenfield runoff. The discharge rate was determined using the site

specific characteristics, see Appendix C. Storm discharge for this site will be attenuated to 6.1/s.

REPORT


rpsgroup.com Page 5

Figure 2.3 Comparison between existing & proposed 1% AEP flood extents

REPORT


rpsgroup.com Page 6

3 DRAINAGE ASSESSMENT

3.1 Storm Water Discharge

The catchment area of the existing site is approximately 1.05ha. The Modified Rational Method has been

used to calculate the existing surface water discharge from the brownfield site for the 1% AEP event.

This method allows an estimation of the amount of runoff that is likely to be generated from an urban

area. The Modified Rational Method uses the following equation to calculate peak runoff rate from an

area:

Q = 2.78 Cv Cr i A

Where: Cv = Volumetric Runoff Coefficient

Cr = 1.3 (Routing Coefficient)

i = Rainfall Intensity (mm/hr)

A = Area (Ha)

2.78 = Coefficient which accounts for the differences in units used for the inputs and the outputs

of the equation

Table 3.1-Storm Run-off Flows

Area of Greenfield

(ha)

Area of Hardstanding

(l/s)

Runoff

(l/s)

Pre – Development 1.05 0 6.16

Post Development 0.261 0.789 129.907

Critical storage calculations are based on a 1% AEP storm event (+20% climate change), ranging in

storm duration periods of 15 minutes to 10080 minutes. The industry recognised simulation software

WinDes has been used to analyse the required minimum critical storage volume, calculated to be 355m3,

full calculations are in Appendix B. This volume was calculated based on the assumption that discharge

would be limited to 6.1l/s and would be controlled using a Hydrobrake, any change to the discharge or

control method will affect the required volume.

REPORT


rpsgroup.com Page 7

3.2 Storm Water Mitigation Measures

The output of the model confirmed the need to store a volume of 355m3. Roof runoff will be collected and

discharged at one point for each block. The collected storm water will discharge to a manhole to the east

of the site, storm water will surcharge in to a geocellular attenuation tank located on eastern boundary

behind Block B2. The tanks will measure 7m x 33m x 1.6m (w x l x d) and have a storage volume of

369.9m3. Flow from the storage tank will be discharged to the Lyreen River at a rate of 6.1l/s with a flow

control system, such as a Hydrobrake, used to restrict flows.

3.3 Wastewater Discharge

A Pre-Connection Enquiry was submitted to Irish Water in June 2017, to determine the capacity of the

Irish Water network. Current floor plans and layouts have been used to estimate the foul flow from the site

at 4.35l/s, refer to Appendix C for foul flow calculations. A response to the Pre-Connection Enquiry has

confirmed that there is sufficient capacity within the existing sewer network (Appendix A). Any increases

in foul flow within the re-development will be subject to subsequent Irish Water application and approval.

The internal building design will be designed to a designated point for each block, the flows will then be

conveyed to a pumping station located at the north of the site. Basement storm flows will be discharged

through an oil interceptor to the site foul sewer to the pumping station; the flows will then be pumped to a

new gravity network on the west of the site, which conveys flows from the site to the existing sewer on

Mill Street. The pumping station will pump forward a flow of 4.35l/s and will have a storage capacity of

60m3, which is 24hrs of Dry Weather Flow.

Irish Water issued a Design Acceptance letter for the proposal in July 2019, see Appendix A.

Sewer and water main layouts can be found in Appendix D.

REPORT


rpsgroup.com

4 CONCLUSIONS

It is proposed to develop the 1.05 ha area of waste land on Mill Street Maynooth and construct a

development with 120 domestic units, a crèche, a café / restaurant and 3no. office units with parking

provision at basement level. The sites lies within the flood plain of the Lyreen river and the Flood Risk

Assessment has recommended that the ground levels are raised, as a minimum, to the calculated 1%

AEP flood level plus a freeboard of 500mm.

A pumping station will pump internal building drainage to a manhole at ground level which will convey

flows to the existing sewer on Mill Street. The drainage for the basement carpark, will be passed through

an oil interceptor before being connected to the sewer for internal foul drainage and discharged to the

same pumping station. Preliminary drainage drawings are contained in Appendix D, however these

designs are subject to Irish Water approval.

The calculated increased storm water for the site is approximately 123.502 l/s; however, discharge flows

to the Lyreen River flows will be attenuated to a pre development runoff rate of 6.1l/s. Storm storage

required has been estimated to be 355m3 based on the discharge rate. The storm water management

systems recommended are geocellular storm cells used to attenuate storm water. The storm cells will be

located on the eastern boundary behind Block B2.

All calculations and drainage layouts within this report are preliminary and are subject to detail design. All

construction must be done in accordance with Irish Water Code of Practice and with the approval of

Kildare County Council.

REPORT

IBE1366 | Lyreen View Drainage Assessment | 6 | 8th May 2019

rpsgroup.com

Appendix A

Irish Water Correspondence

1 IW/EF/NC/B/0417

Pre-connection enquiry formIndustrial and commercial developments, mixed use developments, housing developments, business developments

Guide to completing the pre-connection enquiry form

Section A | Applicant details

1 WPRN number (where available):

2 Applicant details:

3 Agent details (if applicable):

L A D A S P R O P E R T Y

C O M P A N Y

5 2 3 0 4 0

L A D A S P R O P E R T Y C O M P A N Y

P A L M E R S T O W N H O U S E E S T A T E

J O H N S T O W N C O . K I L D A R E

D A V I D R E I L L Y

M F A R C H I T E C T S

M A I N S T B U T L E R S B R I D G E

C O . C A V A N

0 4 9 4 3 6 5 8 0 0

d a v i d @ m f a r c h i t e c t s . i e

2 IW/EF/NC/B/0417

5 Site address:

6 Irish Grid co-ordinates of site:

10 Date that previous development was last occupied (if applicable):

Section B | Site details

7 Local Authority:

13 Is the development compliant with the local area development plan? No

11 Are there poor ground conditions on-site? No

8 Has full planning permission been granted? No

9 Previous use of this site (if applicable):

12 Are there potential contaminated land issues? No

4 Please indicate whether it is the applicant or agent who should receive future correspondence in relation to the enquiry:

✔

m i l l s t r e e t m a y n o o t h

c o . k i l d a r e

6 9 3 5 8 0 7 3 7 9 9 3

K i l d a r e c o . C o u n c i l

✔

0 5 / 2 0 2 4 P R E V I O U S P L A N N I N G

N / A

✔

✔

✔

3 IW/EF/NC/B/0417

Pre-development peak hour water demand l/s

Pre-development average hour water demand l/s

Post-development peak hour water demand l/s

Post-development average hour water demand l/s

19 Please indicate pre-development water demand (if applicable):

20 Please indicate the domestic water demand (housing developments only):

14 Is there an existing connection to public water mains at the site?

15 Is this enquiry for an additional connection to the one already installed?

16 Is this enquiry to increase the size of an existing water connection?

17 Is this enquiry for a new water connection?

18 Approximate date water connection is required:





Section C | Water connection and demand details

23 What is the existing ground level at the property boundary at connection point (if known) above Malin Head Ordnance Datum?

24

✔

✔

✔

0 9 2 0 1 8

5 5 . 3 8

5 4 . 3 0

4 IW/EF/NC/B/0417

27 Do you propose to supplement your potable water supply from other sources? No

Guide to completing the application form

l/s

25 Is on-site water storage being provided?

28 Is there an existing connection to a public sewer at the site? No

29 Is this enquiry for an additional connection to one already installed? No

30 Is this enquiry to increase the size of an existing connection? No

31 Is this enquiry for a new wastewater connection? No

32 Approximate date that wastewater connection is required:

Section D | Wastewater connection and discharge details

34 Please indicate the domestic wastewater hydraulic load (housing developments only):

Pre-development peak discharge l/s

Pre-development average discharge l/s

Post-development peak discharge l/s

Post-development average discharge l/s

33 Please indicate pre-development wastewater discharge (if applicable):



✔

✔

✔

✔

✔

✔

✔

0 9 2 0 1 8

5 IW/EF/NC/B/0417

37 Wastewater organic load:

Temperature range

pH range

Characteristic Max concentration (mg/l)Average concentration (mg/l)

Maximum daily load (kg/day)

Other

36



intends discharging surface water to the combined wastewater collection system:

39 Do you propose to pump the wastewater?

40 What is the existing ground level at the property boundary at connection point (if known) above Malin Head Ordnance Datum?

41

✔

✔

6 IW/EF/NC/B/0417

Section E | Development details

42 Please outline the domestic and/or industry/business use proposed:

Property type Total number of units for this application

44 Is the development multi-phased? No

43 Approximate start date of proposed development:

150 UNITS

CRECHE AND RETAIL AREA

0 1 2 0 1 8

✔

7 IW/EF/NC/B/0417

Section F | Supporting documentation

Please provide the following additional information:

>

>

>

>

>

Section G | Declaration

Irish Water PO Box 860

Cork City

___________________________________________________________________________________________________________

DAVID REILLY Digitally signed by DAVID REILLY Date: 2017.06.13 14:39:34 +01'00' 1 3 0 6 2 0 1 7

D A V I D R E I L L Y

8 IW/EF/NC/B/0417

Calculations

9 IW/EF/NC/B/0417

10 IW/EF/NC/B/0417

11 IW/EF/NC/B/0417

12 IW/EF/NC/B/0417

Guide to completing the pre-connection enquiry form

Section A | Applicant Details

Section B | Site details

Section C | Water connection and demand details

13 IW/EF/NC/B/0417

Section D | Wastewater connection and discharge details

14 IW/EF/NC/B/0417

Section E | Development details

Section F | Supporting documentation

Section G | Declaration

15 IW/EF/NC/B/0417

Notes

16 IW/EF/NC/B/0417

Notes

Ladas Property Company c/o Donnla Fisher,

RPS Consulting Engineers,

Elmwood House,

74 Boucher Road,

Belfast, BT12 6RZ,

Northern Ireland

3 July 2019

Re: Design Submission for Development at Mill Street, Maynooth, Co. Kildare (the

“Development”) (the “Design Submission”) / CUST17492.

Dear Donnla,

Many thanks for your recent Design Submission.

We have reviewed your proposal for the connection(s) at the Development. Based on the

information provided, which included the documents outlined in Appendix A to this letter,

Irish Water has no objection to your proposals.

This letter does not constitute an offer, in whole or in part, to provide a connection to any

Irish Water infrastructure. Before you can connect to our network you must sign a

connection agreement with Irish Water. This can be applied for by completing the

connection application form at www.water.ie/connections. Irish Water’s current charges for

water and wastewater connections are set out in the Water Charges Plan as approved by

the Commission for Regulation of Utilities (CRU) (https://www.cru.ie/document_group/irish-

waters-water-charges-plan-2018/).

You the Customer (including any designers/contractors or other related parties appointed

by you) is entirely responsible for the design and construction of all water and/or

wastewater infrastructure within the Development which is necessary to facilitate

connection(s) from the boundary of the Development to Irish Water’s network(s) (the “Self-

Lay Works”), as reflected in your Design Submission. Acceptance of the Design

Submission by Irish Water does not, in any way, render Irish Water liable for any elements

of the design and/or construction of the Self-Lay Works.

If you have any further questions, please contact your Irish Water Representative

Name: Fionan Ginty

Phone: 01 8925734

Email: [email protected]

Yours sincerely,

Maria O’Dwyer

Connections and Developer Services

http://www.water.ie/connectionshttps://www.cru.ie/document_group/irish-waters-water-charges-plan-2018/https://www.cru.ie/document_group/irish-waters-water-charges-plan-2018/

Appendix A

Document Title & Revision

IBE1366/PL/001-D Proposed Drainage Layout

IBE1366/PL/002-B Proposed Foul Drainage Sections

IBE1366/PL/003-C Proposed Water Main Layout

Standard Details/Code of Practice Exemption: N/A

For further information, visit www.water.ie/connections

Notwithstanding any matters listed above, the Customer (including any appointed

designers/contractors, etc.) is entirely responsible for the design and construction of the

Self-Lay Works. Acceptance of the Design Submission by Irish Water will not, in any way,

render Irish Water liable for any elements of the design and/or construction of the Self-Lay

Works.

http://www.water.ie/connections

A: 83.52

m

2

A: 83.52

m

2

Classroom 2

A: 30.29

m

2

Food Prep Room

A: 4.61

m

2

Food Prep Room

A: 10.36

m

2

WC

A: 12.59

m

2

Classroom 1

A: 30.46

m

2

Buggy Store

A: 5.01

m

2

Store

A: 5.01

m

2

UAWC

A: 4.71

m

2

Classroom 4

A: 27.96

m

2

Classroom 3

A: 20.82

m

2

Food Prep

A: 10.11

m

2

Lobby

A: 25.97

m

2

WC

A: 7.75

m

2

Store

A: 1.96

m

2

Store

A: 8.34

m

2

Kitchen-Cooking Area

A: 24.37

m

2

Lobby

A: 9.54

m

2

Male WC

A: 6.29

m

2

Female WC

A: 6.29

m

2

Store

A: 3.78

m

2

UAWC

A: 3.49

m

2

Female WC

A: 10.57

m

2

Male WC

A: 7.75

m

2

Lobby

A: 8.78

m

2

Cafe-Restaurant

A: 149.26

m

2

Existing Church

F.F.L 56.94

Existing Building F.F.L

52.680

Existing

Building

M

i

l

l

S

t

r

e

e

t

L

y

r

e

e

n

R

i

v

e

r

L

y

r

e

e

n

R

iv

e

r

L

y

r

e

e

n

R

i

v

e

r

Pedestrian path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

p

a

t

h

Cycle path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

Pedestrian path

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

C

y

c

le

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

1

2

N

o

.

C

h

ild

r

e

n

2

-

3

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

5

N

o

.

C

h

ild

r

e

n

0

-

1

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

U

n

it

B

1

-

0

5

U

n

it

B

1

-

0

6

U

n

it

B

1

-

0

7

U

n

it

B

1

-

0

8

U

n

it

B

1

-

0

9

U

n

it

B

1

-

1

0

U

n

it

B

1

-

1

1

U

n

it

B

1

-

1

2

Existing

Building

E

le

v

-

1

E

le

v

-

4

E

le

v

-

2

E

le

v

-

3

E

l

e

v

-

3

U

n

i

t

B

2

-

1

1

U

n

i

t

B

2

-

1

2

U

n

i

t

B

2

-

1

3

U

n

i

t

B

2

-

1

5

U

n

i

t

B

2

-

1

6

U

n

i

t

B

2

-

1

7

U

n

i

t

B

2

-

1

8

E

l

e

v

-

2

E

l

e

v

-

4

E

l

e

v

-

1

E

le

v

-

2

U

n

it

A

-

0

2

Block A

Carraigeway

U

n

i

t

C

-

0

6

U

n

i

t

C

-

0

7

U

n

i

t

C

-

0

8

U

n

i

t

C

-

0

9

U

n

i

t

C

-

1

0

E

l

e

v

-

1

E

l

e

v

-

2

E

l

e

v

-

4

E

l

e

v

-

3

52.380

Cycle

p

ath

Level Platform

54.190

54.380

54.180

53.610

53.110

52.515

54.180

53.680

53.680

53.680

54.660

54.660

54.110

53.610

53.110

Level Platform

52.610

52.750

52.610

52.750

53.610

53.110

53.110

52.610

52.610

51.600

52.100

51.600

51.100

51.100

50.700

50.700

50.370

50.370

50.410

50.530

50.530

50.530

53.860

53.860

54.360

54.360

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

52.450

52.380

52.380

52.380

54.360

55.880

54.360

54.360

54.360

53.435

52.435

52.935

52.935

Level Platform

53.935

53.435

Level Platform

53.935

Level Platform

54.480

52.435

30No.

Bicycles on 2

Tier Rack

System

52.435

52.435

Level Platform

51.030

51.030

Level Platform

51.530

51.530

Level Platform

52.030

52.030

Level Platform

52.030

52.435

52.435Level Platform

52.015

52.015

52.015

52.015

52.015

50.743

50.743

51.076

51.409

51.702

51.702

51.702

52.035

52.035

52.075

52.035

52.368

52.150

52.200

52.435

52.370

Level Platform

54.360

30No.

Bicycles on 2

Tier Rack

System

51.076

52.300

52.075

52.380

54.360

54.360

55.880

51.000

E

x

it

t

o

e

x

t

e

r

n

a

l

C

r

e

c

h

e

p

la

y

a

r

e

a

1

2

N

o

.

C

h

ild

r

e

n

3

-

4

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

1

0

N

o

.

C

h

ild

r

e

n

1

-

2

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

U

n

it

A

-

0

1

54.660

54.660

F.F.L. 55.00

55.160

F.F.L. 55.00

51.030

51.030

51.530

51.530

52.030

52.030

2

0

2

0

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

1

.

8

m

x

1

.

8

m

R

a

m

p

u

p

1

:

1

0

R

a

m

p

D

o

w

n

1

:

1

0

V

o

id

t

o

B

e

lo

w

E

x

it

C

o

u

n

t

e

r

E

x

it

E

x

it

C

a

n

o

p

y

O

v

e

r

h

e

a

d

L

o

c

k

e

r

s

1

.

8

m

x

1

.

8

m

E

x

it

1

.

8

m

x

1

.

8

m

M

I

L

L

S

T

R

E

E

T

50.370

50.370

50.370

50.370

50.370

50.370

RISING MAINDISCHARGE CHAMBER

CL 54.54IL 52.71

KLARGESTEROIL & GRITINTECEPTOR

KLARGESTER HORIZONTALPUMPING STATIONCL - 52.935IL - 46.47

MH F01ACL 50.76IL 49.49

MH FS04CL 49.76IL 48.03

MH FS02CL 49.76IL 48.24

MH FS01CL 49.76IL 49.00

MH FS03CL 50.76IL 48.72

MH FS05CL 52.45IL 47.68

MH F02CL 52.45IL 47.54

MH F03CL 52.435IL 46.69

MH F02CCL 52.40IL 46.76

MH F01CCL 51.17IL 47.77

MH 06

MH F01BCL 53.34IL 49.45

225mm Ø uPVC FOUL PIPE @ 1:45225m

m Ø uPVC F

OUL PIPE @

1:29

150mm Ø uPV

C FOUL PIPE

@ 1:60

150mm

Ø uP

VC FO

UL PI

PE @

1:15

225mm Ø uPVC FOUL PIPE @ 1:60


150mm

Ø uPV

C FOU

L PIPE

@ 1:6

0

150m

m Ø

uPVC

FOUL

PIP

E @

1:60

80mm D

UCTIL

E IRON

FOUL

PUMP

ING MA

IN

80mm DUCTILE IRON FOUL PUMPING MAIN

MH F04CL 52.935IL 46.59

DISCHARGE TORIVER LYREENOUTFALL 50.20(SEE HEADWALL DETAIL)

MH S012SEALED MANHOLEHYDROBRAKE CHAMBERCL 50.53IL 50.25

MH S07CL 52.43IL 50.88

MH S06CL 52.43IL 50.93

MH S04CL 52.45IL 51.28

MH S101CL 52.01IL 51.30

MH S01CL 54.18IL 52.78

ATTENUATION TANKTOP ENDCL 52.57TWL 52.17IL 50.57

MH S03BACKDROPCL 53.50IL 51.44

MH S02CL 53.68IL 52.58

225mm

Ø uPVC

STOR

M PIPE

@ 1:15

0

225mm

Ø uPVC

STOR

M PIPE

@ 1:15

0

225mm

Ø uPVC

STORM

PIPE @

1:150

225mm Ø uPVC STORM PIPE @ 1:150

225mm Ø uPVC STORM

PIPE @ 1:150


225mm Ø uPVC

GEOCELLULARATTENUATION TANKVOLUME: 369.6m³DIMS: 7m x 33m x 1.6m

ATTENUATION TANKBOTTOM ENDCL 52.35TWL 51.95IL 50.35

KLARGESTER FULLHYDROCARBON ANDSILT INTERCEPTOR

MH S201CL 52.40IL 51.10

MH S08CL 52.70IL 50.84

MH S09CL 52.43IL 50.69 MH S010

CL 52.43IL 50.62

MH S011CL 52.02IL 50.59

225mm

Ø uPV

C STO

RM PIP

E @ 1:1

50

G

G

G

G

G G

G

G

NOTES

Drawing Number

Drawing Status Sheet Size

Client

Rev

Drawing Scale

drawnamendmentsrev

Project

Title

date

/

Initial ReviewProject Leader Drawn By Date

Proposed Development, Mill Street

Maynooth, Kildare

Proposed Foul and Storm

Drainage Layout

Planning

04/11/19

1:250

IBE1366

A1

PL/001 E

ML AN DF

T +44 (0) 28 90 667914

F +44 (0) 28 90 668286

W www.rpsgroup.com/ireland

E [email protected]

Elmwood House

74 Boucher Road

Belfast

BT12 6RZ

Ladas Property Company

1. Verifying Dimensions.The contractor shall verify dimensions against such other drawingsor site conditions as pertain to this part of the work.

2. Existing Services.Any information concerning the location of existing services indicatedon this drawing is intended for general guidance only. It shall be theresponsibility of the contractor to determine and verify the exacthorizontal and vertical alignment of all cables, pipes, etc. (bothunderground and overhead) before work commences.

3. Issue of Drawings.Hard copies, dwf and pdf will form a controlled issue of the drawing.All other formats (dwg, dxf etc.) are deemed to be an uncontrolledissue and any work carried out based on these files is at therecipients own risk. RPS will not accept any responsibility for anyerrors arising from the use of these files, either by human error bythe recipient, listing of un-dimensioned measurements, compatibilityissues with the recipient's software, and any errors arising whenthese files are used to aid the recipients drawing production, orsetting out on site.

4. SewersAll sewers to be constructed in accordance with Irish Water StandardDetails

5. All foul sewers to be 150mm Ø uPVC to EN1401

6. All storm sewers to be 150Ø uPVC to EN1410

7. Klargester oil and grit interceptor is located after final connection tostorm network to ensure all storm flows are passed throughinterceptor prior to storage and discharge

8. Legend.

Site Boundary

Proposed Foul Sewer

Proposed Storm Sewer

Existing Foul Sewer

5m SCALE 1:250

A

AN 30/05/2019Foul Drainage layout updated. Pipe sizes

and gradients amended.

B

DF 31/05/2019Oil & silt inteceptor added to storm network

C

DF 21/06/2019New storm layout

D

DF 01/07/19Realigned foul line MH FS01 to MHFS02

E

DF 04/11/19Gullies and additional notes added

Le

ve

l (m

)

PROPOSED FOUL - LONGSECTION

MH FS01 - MH FS05

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

52

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

45

.2

79

.7

49

.7

6

49

.7

6

52

.4

5

49

.0

0

48

.2

4

150mm

uPVC

G=1:60

L=45.23

MH

F

S01

MH

F

S02

150mm

uPVC

G=1:60

L=12.22

47

.6

5

52

MH

F

S04

47

.4

49

.7

64

8.0

3

BASEMENT LEVEL

MH

F

S05

78

.1

52

.4

54

7.6

8

150mm

uPVC

G=1:60

L=20.62

OIL & GRITINTERCEPTOR

150mm

uPVC

G=1:60

L=1.6

Le

ve

l (m

)


MH FS03 - MH FS04

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

41

.1

50

.7

6

49

.7

6

48

.7

2

48

.0

3

150mm

uPVC

G=1:60

L=41.1

MH

F

S03

MH

F

S04

Le

ve

l (m

)


MH F01A - Pumping Station

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

52

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

57

.4

11

4.8

50

.7

6

52

.4

5

52

.9

4

49

.4

9

47

.5

4

225mm

uPVC

G=1:29

L=57.42

MH

F

01A

MH

F

02

46

.5

9

52

MH

F

03

10

8.5

52

.4

44

6.6

9

225mm

uPVC

G=1:60

L=51.07

225mm

uPVC

G=1:60

L=6.15

BASEMENT LEVEL

12

2.6

52

.9

4

PS

46

.4

7

PUMPING

STATION

225mm

uPVC

G=1:60

L=7.12

Le

ve

l (m

)


MH F01B - MH F02

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

27

.6

53

.3

4

52

.4

5

49

.4

5

47

.6

2

150mm

uPVC

G=1:15

L=27.6

MH

F

01B

MH

F

02

52

53

54

MH

F

04

47

.5

4

Le

ve

l (m

)


MH F01C - MH F04

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

52

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

45

.4

53

.2

51

.1

7

52

.4

0

52

.9

4

47

.7

7

46

.7

6

225mm

uPVC

G=1:45

L=45.40

MH

F

01C

MH

F

02C

46

.5

9

52

150mm

uPVC

G=1:45

L=7.77

MH

F

04

NOTES

Drawing Number


Client

Rev

Drawing Scale

drawnamendmentsrev

Project

Title

date

/



Maynooth, Kildare

Proposed Foul Drainage

Longsections

Planning

02/07/19

1:500

IBE1366

A1

PL/002 B

ML AN DF

T +44 (0) 28 90 667914

F +44 (0) 28 90 668286


E [email protected]

Elmwood House

74 Boucher Road

Belfast

BT12 6RZ








10m SCALE 1:500

A

AN 30/05/2019Drainage sections updated.

B

DF 02/07/19Drainage Sections Updated

A: 83.52

m

2

A: 83.52

m

2

Classroom 2

A: 30.29

m

2

Food Prep Room

A: 4.61

m

2

Food Prep Room

A: 10.36

m

2

WC

A: 12.59

m

2

Classroom 1

A: 30.46

m

2

Buggy Store

A: 5.01

m

2

Store

A: 5.01

m

2

UAWC

A: 4.71

m

2

Classroom 4

A: 27.96

m

2

Classroom 3

A: 20.82

m

2

Food Prep

A: 10.11

m

2

Lobby

A: 25.97

m

2

WC

A: 7.75

m

2

Store

A: 1.96

m

2

Store

A: 8.34

m

2


A: 24.37

m

2

Lobby

A: 9.54

m

2

Male WC

A: 6.29

m

2

Female WC

A: 6.29

m

2

Store

A: 3.78

m

2

UAWC

A: 3.49

m

2

Female WC

A: 10.57

m

2

Male WC

A: 7.75

m

2

Lobby

A: 8.78

m

2

Cafe-Restaurant

A: 149.26

m

2

L

y

r

e

e

n

R

i

v

e

r

L

y

r

e

e

n

R

iv

e

r

L

y

r

e

e

n

R

i

v

e

r

L

y

r

e

e

n

R

i

v

e

r

Pedestrian path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

p

a

t

h

Cycle path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

Pedestrian path

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

C

y

c

le

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

Carraigeway

52.380

Cycle

p

ath

Level Platform

54.190

54.380

54.180

53.610

53.110

52.515

54.180

53.680

53.680

53.680

54.660

54.660

54.110

53.610

53.110

Level Platform

52.610

52.750

52.610

52.750

53.610

53.110

53.110

52.610

52.610

51.600

52.100

51.600

51.100

51.100

50.700

50.700

50.370

50.370

50.410

50.530

50.530

50.530

53.860

53.860

54.360

54.360

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

52.450

52.380

52.380

52.380

54.360

55.880

54.360

54.360

54.360

53.435

52.435

52.935

52.935

Level Platform

53.935

53.435

Level Platform

53.935

Level Platform

54.480

52.435

52.435

52.435

Level Platform

51.030

51.030

Level Platform

51.530

51.530

Level Platform

52.030

52.030

Level Platform

52.030

52.435


52.015

52.015

52.015

52.015

52.015

50.743

50.743

51.076

51.409

51.702

51.702

51.702

52.035

52.035

52.075

52.035

52.368

52.150

52.200

52.435

52.370

Level Platform

54.360

51.076

52.300

52.075

52.380

54.360

54.360

55.880

51.000

54.660

54.660

F.F.L. 55.00

55.160

F.F.L. 55.00

51.030

51.030

51.530

51.530

52.030

52.030

2

0

2

0

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

1

.

8

m

x

1

.

8

m

R

a

m

p

u

p

1

:

1

0

R

a

m

p

D

o

w

n

1

:

1

0

V

o

id

t

o

B

e

lo

w

E

x

it

C

o

u

n

t

e

r

E

x

it

E

x

it

C

a

n

o

p

y

O

v

e

r

h

e

a

d

L

o

c

k

e

r

s

1

.

8

m

x

1

.

8

m

E

x

it

1

.

8

m

x

1

.

8

m

M

I

L

L

S

T

R

E

E

T

50.370

50.370

50.370

50.370

50.370

50.370

SV

SV

SV

M

Hyd

M

BOUNDARY BOX FORCOMMERCIAL PREMISIS

Hyd

SVSV

Hyd

Hyd

WashoutHyd

SCV

100mm

Ø Se

rvice

Conne

ction

100mm Ø Service Connection

100mm Ø S

ervice

Connection

100mm

Ø Ser

vice

Conne

ction

NOTES

Drawing Number


Client

Rev

Drawing Scale

drawnamendmentsrev

Project

Title

date

/



Maynooth, Kildare

Proposed Watermain Layout

Planning

02/07/19

1:250

IBE1366

A1

PL/003 C

ML AN DF

T +44 (0) 28 90 667914

F +44 (0) 28 90 668286


E [email protected]

Elmwood House

74 Boucher Road

Belfast

BT12 6RZ


5m SCALE 1:250

1. Verifying Dimensions.The contractor shall verify dimensions against such other drawings orsite conditions as pertain to this part of the work.


3. Issue of Drawings.Hard copies, dwf and pdf will form a controlled issue of the drawing. Allother formats (dwg, dxf etc.) are deemed to be an uncontrolled issueand any work carried out based on these files is at the recipients ownrisk. RPS will not accept any responsibility for any errors arising fromthe use of these files, either by human error by the recipient, listing ofun-dimensioned measurements, compatibility issues with therecipient's software, and any errors arising when these files are usedto aid the recipients drawing production, or setting out on site.

4. Water MainsAll watermains shall be constructed in accordance with Irish WaterStandard Details

5. All watermains shall be HDPE, PE100, SDR17 to IS EN 12201 Part2:2011 and IS EN 12201-3:2011

6. MetersAll apartments and similar properties shall have meters installedinternally within the premises in accordance with Building ControlAuthority's requirements and subject to review by Irish Water.

7. Each commercial property shall have its own supply pipe with meterand stop valve.

8. Legend.

Site Boundary

Proposed Water Main

Proposed Hydrant

Proposed Sluice Valve

Proposed Water Meter

Existing Water Main

Hyd

SV

M

A ????.??.????Enter line 1

A

AN 30/05/2019Watermain Layout amended. Service

Connections added.

B

DF 01/07/19Notes added

C

DF 02/07/2019Hydrants and boundary boxes moved

REPORT


rpsgroup.com

Appendix B

Storm Water Calculations

MODIFIED RATIONAL METHOD

Qp= 2.78 C i A

A in ha

i in mm/h 50

C= Cv CR

Cv= max proportion of rainfall on catchment which appears as runoff in storm drainage system

CR= constant value 1.3

C= 0

Calculation of Runoff for Catchment

Pre Development

Surface Area (ha) Cv Runoff (l/s)

Hardstanding 0 0.9 0.00

Surface Area (ha)

Runoff Rate

(l/s/ha) Runoff (l/s)

Green space 1.05 6.1 6.41

Total runoff Qpre= 6.405 l/s

Post Development

Surface Area (ha) Cv Runoff (l/s)

Hardstanding 0.789 0.9 128.32

Surface Area (ha)

Runoff Rate

(l/s/ha) Runoff (l/s)

Green space 0.261 6.1 1.59

Total runoff Qpost= 129.907 l/s

Increased Runoff Qadd= 123.502 l/s

Mill Street Maynooth

STORM DISCHARGE

Waste ground

135 domestic units with creche and retail area

This report was produced using the greenfield runoff tool developed by HR Wallingford and available at www.uksuds.com. The use of this tool is subject to the UK SuDS terms and conditions and licence agreement, which can both be found at http://uksuds.com/terms-and-conditions.htm. The outputs from this tool have been used to estimate storage volume requirements. The use of these results is the responsibility of the users of this tool. No liability will be accepted by HR Wallingford, the Environment Agency, CEH, Hydrosolutions or any other organisation for use of this data in the design or operational characteristics of any drainage scheme.

Greenfield runoff estimation for sites

www.uksuds.com │ Greenfield runoff tool

This is an estimation of the greenfield runoff rate limits that are needed to meet normal best practice criteria in line with Environment Agency guidance “Preliminary rainfall runoff management for developments”, W5-074/A/TR1/1 rev. E (2012) and the SuDS Manual, C753 (Ciria, 2015). This information on greenfield runoff rates may be the basis for setting consents for the drainage of surface water runoff from sites.

Site name:

Calculated by:

Latitude:

Longitude:

Reference:

Date:

Site coordinates

Site location:

Site characteristicsTotal site area (ha)

MethodologyQbar estimation methodSPR estimation method

Default Edited

SOIL typeHOST classSPR/SPRHOST

Hydrological characteristics Default EditedSAAR (mm)Hydrological region Growth curve factor: 1 year Growth curve factor: 30 year Growth curve factor: 100 year

Notes:(1) Is QBAR < 2.0 l/s/ha?

(2) Are flow rates < 5.0 l/s?

(3) Is SPR/SPRHOST ≤ 0.3?

Greenfield runoff rates Default EditedQbar (l/s)1 in 1 year (l/s)1 in 30 years (l/s)1 in 100 years (l/s)

Methodology IH124

0.3

1.99

2.13for disposal of surface water runoff.

6.1

0.85 0.85

Lower consent flow rates may be set in which case blockage

12

1.01

2019-01-10T15:03:53

Mill Street, Maynooth

--- 5.0l/s if blockage from vegetation and other materials is possible.

6.59216° W

1.99

Mixed Use development

2.34

donnla fisher

2.61

2.34

Calculate from SOIL type

53.38274° N

858858

Where groundwater levels are low enough the use of

22

6.1

2.61

Calculate from SPR and SAAR

12

---

4.97 4.97

soakaways to avoid discharge offsite may be a requirement

2.13

6514656

work must be addressed by using appropriate drainage elements.

0.3

Where flow rates are less than 5.0 l/s consents are usually set at

RPS Consulting Engineers Page 1

Elmwood House

74 Boucher Road

Belfast BT12 6RZ

Date 16/04/2019 16:12 Designed by donnla.fisher

File STORM ATTENUATION 16041... Checked by

Micro Drainage Source Control 2016.1.1

Summary of Results for 100 year Return Period (+20%)

©1982-2016 XP Solutions

Half Drain Time : 513 minutes.

Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Control

(l/s)

Max

Σ Outflow

(l/s)

Max

Volume

(m³)

Status

15 min Summer 49.469 0.639 0.0 6.0 6.0 140.3 O K

30 min Summer 49.678 0.848 0.0 6.0 6.0 186.1 O K

60 min Summer 49.878 1.048 0.0 6.0 6.0 229.9 O K

120 min Summer 50.061 1.231 0.0 6.0 6.0 270.1 O K

180 min Summer 50.148 1.318 0.0 6.0 6.0 289.3 O K

240 min Summer 50.195 1.365 0.0 6.0 6.0 299.6 O K

360 min Summer 50.229 1.399 0.0 6.0 6.0 307.0 O K

480 min Summer 50.225 1.395 0.0 6.0 6.0 306.2 O K

600 min Summer 50.215 1.385 0.0 6.0 6.0 303.9 O K

720 min Summer 50.200 1.370 0.0 6.0 6.0 300.6 O K

960 min Summer 50.164 1.334 0.0 6.0 6.0 292.8 O K

1440 min Summer 50.085 1.255 0.0 6.0 6.0 275.5 O K

2160 min Summer 49.960 1.130 0.0 6.0 6.0 248.0 O K

2880 min Summer 49.824 0.994 0.0 6.0 6.0 218.2 O K

4320 min Summer 49.524 0.694 0.0 6.0 6.0 152.3 O K

5760 min Summer 49.321 0.491 0.0 6.0 6.0 107.7 O K

7200 min Summer 49.186 0.356 0.0 6.0 6.0 78.2 O K

8640 min Summer 49.098 0.268 0.0 5.7 5.7 58.9 O K

10080 min Summer 49.041 0.211 0.0 5.4 5.4 46.3 O K

15 min Winter 49.549 0.719 0.0 6.0 6.0 157.8 O K

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Discharge

Volume

(m³)

Time-Peak

(mins)

15 min Summer 99.186 0.0 145.5 26

30 min Summer 66.249 0.0 194.6 40

60 min Summer 41.735 0.0 246.4 70

120 min Summer 25.643 0.0 302.8 128

180 min Summer 19.139 0.0 339.1 186

240 min Summer 15.518 0.0 366.6 244

360 min Summer 11.521 0.0 408.2 360

480 min Summer 9.315 0.0 440.1 436

600 min Summer 7.895 0.0 466.2 496

720 min Summer 6.895 0.0 488.6 560

960 min Summer 5.566 0.0 525.9 692

1440 min Summer 4.115 0.0 582.8 972

2160 min Summer 3.041 0.0 647.5 1388

2880 min Summer 2.453 0.0 696.2 1816

4320 min Summer 1.809 0.0 770.0 2512

5760 min Summer 1.457 0.0 827.5 3184

7200 min Summer 1.231 0.0 874.0 3888

8640 min Summer 1.073 0.0 913.7 4576

10080 min Summer 0.955 0.0 948.3 5248

15 min Winter 99.186 0.0 163.0 26


Elmwood House

74 Boucher Road

Belfast BT12 6RZ




Summary of Results for 100 year Return Period (+20%)


Storm

Event

Max

Level

(m)

Max

Depth

(m)

Max

Infiltration

(l/s)

Max

Control

(l/s)

Max

Σ Outflow

(l/s)

Max

Volume

(m³)

Status

30 min Winter 49.787 0.957 0.0 6.0 6.0 209.9 O K

60 min Winter 50.011 1.181 0.0 6.0 6.0 259.3 O K

120 min Winter 50.223 1.393 0.0 6.0 6.0 305.7 O K

180 min Winter 50.329 1.499 0.0 6.0 6.0 329.0 O K

240 min Winter 50.389 1.559 0.0 6.0 6.0 342.2 O K

360 min Winter 50.444 1.614 0.0 6.1 6.1 353.8 O K

480 min Winter 50.454 1.624 0.0 6.1 6.1 355.2 O K

600 min Winter 50.432 1.602 0.0 6.1 6.1 351.5 O K

720 min Winter 50.410 1.580 0.0 6.1 6.1 346.7 O K

960 min Winter 50.363 1.533 0.0 6.0 6.0 336.5 O K

1440 min Winter 50.244 1.414 0.0 6.0 6.0 310.4 O K

2160 min Winter 50.049 1.219 0.0 6.0 6.0 267.5 O K

2880 min Winter 49.834 1.004 0.0 6.0 6.0 220.3 O K

4320 min Winter 49.382 0.552 0.0 6.0 6.0 121.1 O K

5760 min Winter 49.148 0.318 0.0 5.9 5.9 69.7 O K

7200 min Winter 49.033 0.203 0.0 5.4 5.4 44.5 O K

8640 min Winter 48.974 0.144 0.0 4.9 4.9 31.5 O K

10080 min Winter 48.952 0.122 0.0 4.4 4.4 26.7 O K

Storm

Event

Rain

(mm/hr)

Flooded

Volume

(m³)

Discharge

Volume

(m³)

Time-Peak

(mins)

30 min Winter 66.249 0.0 218.0 40

60 min Winter 41.735 0.0 276.0 68

120 min Winter 25.643 0.0 339.2 126

180 min Winter 19.139 0.0 379.8 182

240 min Winter 15.518 0.0 410.6 240

360 min Winter 11.521 0.0 457.3 352

480 min Winter 9.315 0.0 492.9 460

600 min Winter 7.895 0.0 522.2 558

720 min Winter 6.895 0.0 547.2 584

960 min Winter 5.566 0.0 588.9 736

1440 min Winter 4.115 0.0 652.7 1048

2160 min Winter 3.041 0.0 725.2 1504

2880 min Winter 2.453 0.0 779.8 1964

4320 min Winter 1.809 0.0 862.5 2600

5760 min Winter 1.457 0.0 926.8 3232

7200 min Winter 1.231 0.0 978.9 3888

8640 min Winter 1.073 0.0 1023.4 4496

10080 min Winter 0.955 0.0 1062.3 5144


Elmwood House

74 Boucher Road

Belfast BT12 6RZ




Rainfall Details


Rainfall Model FSR Winter Storms Yes

Return Period (years) 100 Cv (Summer) 0.750

Region Scotland and Ireland Cv (Winter) 0.840

M5-60 (mm) 17.800 Shortest Storm (mins) 15

Ratio R 0.324 Longest Storm (mins) 10080

Summer Storms Yes Climate Change % +20

Time Area Diagram

Total Area (ha) 0.789

Time

From:

(mins)

To:

Area

(ha)

Time

From:

(mins)

To:

Area

(ha)

Time

From:

(mins)

To:

Area

(ha)

0 4 0.263 4 8 0.263 8 12 0.263


Elmwood House

74 Boucher Road

Belfast BT12 6RZ




Model Details


Storage is Online Cover Level (m) 51.030

Cellular Storage Structure

Invert Level (m) 48.830 Safety Factor 2.0

Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95

Infiltration Coefficient Side (m/hr) 0.00000

Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)

0.000 231.0 231.0 1.700 0.0 359.0

1.600 231.0 359.0

Hydro-Brake® Optimum Outflow Control

Unit Reference MD-SHE-0107-6100-1600-6100

Design Head (m) 1.600

Design Flow (l/s) 6.1

Flush-Flo™ Calculated

Objective Minimise upstream storage

Application Surface

Sump Available Yes

Diameter (mm) 107

Invert Level (m) 48.830

Minimum Outlet Pipe Diameter (mm) 150

Suggested Manhole Diameter (mm) 1200

Control Points Head (m) Flow (l/s)

Design Point (Calculated) 1.600 6.1

Flush-Flo™ 0.466 6.0

Kick-Flo® 0.957 4.8

Mean Flow over Head Range - 5.3

The hydrological calculations have been based on the Head/Discharge relationship for the

Hydro-Brake® Optimum as specified. Should another type of control device other than a

Hydro-Brake Optimum® be utilised then these storage routing calculations will be

invalidated

Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)

0.100 3.6 1.200 5.3 3.000 8.2 7.000 12.2

0.200 5.4 1.400 5.7 3.500 8.8 7.500 12.6

0.300 5.8 1.600 6.1 4.000 9.4 8.000 13.0

0.400 6.0 1.800 6.4 4.500 9.9 8.500 13.4

0.500 6.0 2.000 6.8 5.000 10.4 9.000 13.8

0.600 6.0 2.200 7.1 5.500 10.9 9.500 14.1

0.800 5.6 2.400 7.4 6.000 11.4

1.000 4.9 2.600 7.6 6.500 11.8

REPORT


rpsgroup.com

Appendix C

Foul Sewerage Calculations

FunctionNo. Of

Dwellings

Occupancy

Rating*PE

Consumption*

(l/h/d)

Total Flow

(m3/day)

1 Bed

Domestic

Dwelling

43 2 86 150 12.9

2 Bed

Domestic

Dwelling

70 3 210 150 31.5

3 Bed

Domestic

Dwelling

7 5 35 150 5.25

*Occupancy Rate and Consumption figures in accordance with British Water Design Code of

Practice - Flow and Loads - 4

n

3

6

N Factor

New foul system discharging to an existing foul network

Foul system discharging to a Pumping Station

0.57 l/s

1.72 l/s

[Millstreet, Maynooth]

FOUL DISCHARGE

Average Daily Flow (DWF)

C=A/86.4

Peak Design Flow

D=nC

where

Q l/s

kDU dimensionless

DU dimensionless

Appliance Total Appliances

Discharge

Unit/Appliance

(DU)

Total Discharge

Units Notes/Assumption

WC 15 1.20 18.0 Assumed water efficient toilets

Hand Basin 8 0.45 3.6 Average

Urinal 0 0.55 0.0 Average

Bath 0 1.00 0.0 Average

Kitchen Sink 5 1.00 5.0 Average

Washing Machine 1 0.50 0.5Assumed water efficient washing

machines

Dishwasher 1 0.50 0.5Assumed half of properties have

dishwashers

Shower 0 0.45 0.0Assumed half of properties have

separate shower

Commercial Washing

Machine0 1.25 0.0 Average

Floor Drains 0 1.30 0.0 Average

ΣDU 27.6

KDU value 0.5

Intermittent 0.5

Frequent 0.7

Congested use 1

Special use 1.2

2.63 (l/s)

Equations and discharge units taken from BS EN 752, Annex C

Total Discharge Units

Wastewater design flow rate (Q)

Wastewater Discharge Calculations -

Probability Method

Wastewater flow derived from number and type of appliances connected.

wastewater design flow rate

frequency factor

discharge unit

DUkQDU

∑=

08/05/2019

REPORT


rpsgroup.com

Appendix D

Proposed Water and Waste Water Layouts

A: 83.52

m

2

A: 83.52

m

2

Classroom 2

A: 30.29

m

2

Food Prep Room

A: 4.61

m

2

Food Prep Room

A: 10.36

m

2

WC

A: 12.59

m

2

Classroom 1

A: 30.46

m

2

Buggy Store

A: 5.01

m

2

Store

A: 5.01

m

2

UAWC

A: 4.71

m

2

Classroom 4

A: 27.96

m

2

Classroom 3

A: 20.82

m

2

Food Prep

A: 10.11

m

2

Lobby

A: 25.97

m

2

WC

A: 7.75

m

2

Store

A: 1.96

m

2

Store

A: 8.34

m

2


A: 24.37

m

2

Lobby

A: 9.54

m

2

Male WC

A: 6.29

m

2

Female WC

A: 6.29

m

2

Store

A: 3.78

m

2

UAWC

A: 3.49

m

2

Female WC

A: 10.57

m

2

Male WC

A: 7.75

m

2

Lobby

A: 8.78

m

2

Cafe-Restaurant

A: 149.26

m

2

Existing Church

F.F.L 56.94

Existing Building F.F.L

52.680

Existing

Building

M

i

l

l

S

t

r

e

e

t

L

y

r

e

e

n

R

i

v

e

r

L

y

r

e

e

n

R

iv

e

r

L

y

r

e

e

n

R

i

v

e

r

Pedestrian path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

P

a

t

h

C

y

c

l

e

p

a

t

h

Cycle path

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

C

y

c

l

e

p

a

t

h

C

y

c

le

p

a

t

h

Pedestrian path

C

y

c

l

e

p

a

t

h

C

y

c

l

e

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

C

y

c

le

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

ia

n

p

a

t

h

P

e

d

e

s

t

r

i

a

n

p

a

t

h

1

2

N

o

.

C

h

ild

r

e

n

2

-

3

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

5

N

o

.

C

h

ild

r

e

n

0

-

1

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

U

n

it

B

1

-

0

5

U

n

it

B

1

-

0

6

U

n

it

B

1

-

0

7

U

n

it

B

1

-

0

8

U

n

it

B

1

-

0

9

U

n

it

B

1

-

1

0

U

n

it

B

1

-

1

1

U

n

it

B

1

-

1

2

Existing

Building

E

le

v

-

1

E

le

v

-

4

E

le

v

-

2

E

le

v

-

3

E

l

e

v

-

3

U

n

i

t

B

2

-

1

1

U

n

i

t

B

2

-

1

2

U

n

i

t

B

2

-

1

3

U

n

i

t

B

2

-

1

5

U

n

i

t

B

2

-

1

6

U

n

i

t

B

2

-

1

7

U

n

i

t

B

2

-

1

8

E

l

e

v

-

2

E

l

e

v

-

4

E

l

e

v

-

1

E

le

v

-

2

U

n

it

A

-

0

2

Block A

Carraigeway

U

n

i

t

C

-

0

6

U

n

i

t

C

-

0

7

U

n

i

t

C

-

0

8

U

n

i

t

C

-

0

9

U

n

i

t

C

-

1

0

E

l

e

v

-

1

E

l

e

v

-

2

E

l

e

v

-

4

E

l

e

v

-

3

52.380

Cycle

p

ath

Level Platform

54.190

54.380

54.180

53.610

53.110

52.515

54.180

53.680

53.680

53.680

54.660

54.660

54.110

53.610

53.110

Level Platform

52.610

52.750

52.610

52.750

53.610

53.110

53.110

52.610

52.610

51.600

52.100

51.600

51.100

51.100

50.700

50.700

50.370

50.370

50.410

50.530

50.530

50.530

53.860

53.860

54.360

54.360

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

Level Platform

52.450

52.380

52.380

52.380

54.360

55.880

54.360

54.360

54.360

53.435

52.435

52.935

52.935

Level Platform

53.935

53.435

Level Platform

53.935

Level Platform

54.480

52.435

30No.

Bicycles on 2

Tier Rack

System

52.435

52.435

Level Platform

51.030

51.030

Level Platform

51.530

51.530

Level Platform

52.030

52.030

Level Platform

52.030

52.435


52.015

52.015

52.015

52.015

52.015

50.743

50.743

51.076

51.409

51.702

51.702

51.702

52.035

52.035

52.075

52.035

52.368

52.150

52.200

52.435

52.370

Level Platform

54.360

30No.

Bicycles on 2

Tier Rack

System

51.076

52.300

52.075

52.380

54.360

54.360

55.880

51.000

E

x

it

t

o

e

x

t

e

r

n

a

l

C

r

e

c

h

e

p

la

y

a

r

e

a

1

2

N

o

.

C

h

ild

r

e

n

3

-

4

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

1

0

N

o

.

C

h

ild

r

e

n

1

-

2

y

e

a

r

s

2

N

o

.

A

d

u

lt

s

U

n

it

A

-

0

1

54.660

54.660

F.F.L. 55.00

55.160

F.F.L. 55.00

51.030

51.030

51.530

51.530

52.030

52.030

2

0

2

0

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

C

u

s

t

o

m

T

e

x

t

U

P

D

O

W

N

1

9

1

8

1

7

1

6

1

5

1

4

1

3

1

2

1

1

1

0

9

8

7

6

5

4

3

2

1

1

.

8

m

x

1

.

8

m

R

a

m

p

u

p

1

:

1

0

R

a

m

p

D

o

w

n

1

:

1

0

V

o

id

t

o

B

e

lo

w

E

x

it

C

o

u

n

t

e

r

E

x

it

E

x

it

C

a

n

o

p

y

O

v

e

r

h

e

a

d

L

o

c

k

e

r

s

1

.

8

m

x

1

.

8

m

E

x

it

1

.

8

m

x

1

.

8

m

M

I

L

L

S

T

R

E

E

T

50.370

50.370

50.370

50.370

50.370

50.370

RISING MAINDISCHARGE CHAMBER

CL 54.54IL 52.71

KLARGESTEROIL & GRITINTECEPTOR

KLARGESTER HORIZONTALPUMPING STATIONCL - 52.935IL - 46.47

MH F01ACL 50.76IL 49.49

MH FS04CL 49.76IL 48.03

MH FS02CL 49.76IL 48.24

MH FS01CL 49.76IL 49.00

MH FS03CL 50.76IL 48.72

MH FS05CL 52.45IL 47.68

MH F02CL 52.45IL 47.54

MH F03CL 52.435IL 46.69

MH F02CCL 52.40IL 46.76

MH F01CCL 51.17IL 47.77

MH 06

MH F01BCL 53.34IL 49.45

225mm Ø uPVC FOUL PIPE @ 1:45225m

m Ø uPVC F

OUL PIPE @

1:29

150mm Ø uPV

C FOUL PIPE

@ 1:60

150mm

Ø uP

VC FO

UL PI

PE @

1:15



150mm

Ø uPV

C FOU

L PIPE

@ 1:6

0

150m

m Ø

uPVC

FOUL

PIP

E @

1:60

80mm D

UCTIL

E IRON

FOUL

PUMP

ING MA

IN

80mm DUCTILE IRON FOUL PUMPING MAIN

MH F04CL 52.935IL 46.59

DISCHARGE TORIVER LYREENOUTFALL 50.20(SEE HEADWALL DETAIL)

MH S012SEALED MANHOLEHYDROBRAKE CHAMBERCL 50.53IL 50.25

MH S07CL 52.43IL 50.88

MH S06CL 52.43IL 50.93

MH S04CL 52.45IL 51.28

MH S101CL 52.01IL 51.30

MH S01CL 54.18IL 52.78

ATTENUATION TANKTOP ENDCL 52.57TWL 52.17IL 50.57

MH S03BACKDROPCL 53.50IL 51.44

MH S02CL 53.68IL 52.58

225mm

Ø uPVC

STOR

M PIPE

@ 1:15

0

225mm

Ø uPVC

STOR

M PIPE

@ 1:15

0

225mm

Ø uPVC

STORM

PIPE @

1:150


225mm Ø uPVC STORM

PIPE @ 1:150


225mm Ø uPVC

GEOCELLULARATTENUATION TANKVOLUME: 369.6m³DIMS: 7m x 33m x 1.6m

ATTENUATION TANKBOTTOM ENDCL 52.35TWL 51.95IL 50.35

KLARGESTER FULLHYDROCARBON ANDSILT INTERCEPTOR

MH S201CL 52.40IL 51.10

MH S08CL 52.70IL 50.84

MH S09CL 52.43IL 50.69 MH S010

CL 52.43IL 50.62

MH S011CL 52.02IL 50.59

225mm

Ø uPV

C STO

RM PIP

E @ 1:1

50

G

G

G

G

G G

G

G

NOTES

Drawing Number


Client

Rev

Drawing Scale

drawnamendmentsrev

Project

Title

date

/



Maynooth, Kildare

Proposed Foul and Storm

Drainage Layout

Planning

04/11/19

1:250

IBE1366

A1

PL/001 E

ML AN DF

T +44 (0) 28 90 667914

F +44 (0) 28 90 668286


E [email protected]

Elmwood House

74 Boucher Road

Belfast

BT12 6RZ








7. Klargester oil and grit interceptor is located after final connection tostorm network to ensure all storm flows are passed throughinterceptor prior to storage and discharge

8. Legend.

Site Boundary

Proposed Foul Sewer

Proposed Storm Sewer

Existing Foul Sewer

5m SCALE 1:250

A

AN 30/05/2019Foul Drainage layout updated. Pipe sizes

and gradients amended.

B

DF 31/05/2019Oil & silt inteceptor added to storm network

C

DF 21/06/2019New storm layout

D

DF 01/07/19Realigned foul line MH FS01 to MHFS02

E

DF 04/11/19Gullies and additional notes added

Le

ve

l (m

)


MH FS01 - MH FS05

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

51

52

Chainage

Ground Level

Invert Level

Pipe Details

Gradient

0.0

45

.2

79

.7

49

.7

6

49

.7

6

52

.4

5

49

.0

0

48

.2

4

150mm

uPVC

G=1:60

L=45.23

MH

F

S01

MH

F

S02

150mm

uPVC

G=1:60

L=12.22

47

.6

5

52

MH

F

S04

47

.4

49

.7

64

8.0

3

BASEMENT LEVEL

MH

F

S05

78

.1

52

.4

54

7.6

8

150mm

uPVC

G=1:60

L=20.62

OIL & GRITINTERCEPTOR

150mm

uPVC

G=1:60

L=1.6

Le

ve

l (m

)


MH FS03 - MH FS04

SCALE: H 1:500,V 1:100

DATUM: 45.000

46

47

48

49

50

Documents

LYREEN VIEW APARTMENTS, MILL STR EET , MAYNOOTH...storm duration periods of 15 minutes to 10080 minutes. The industry recognised simulation software WinDes has been used to analyse